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1685 Atlantic Beach Dr RES19-0325 New Residence RESIDENTIAL PERMIT PERMIT NUMBER RES19-0325 CITY OF ATLANTIC BEACH ISSUED: 1/27/2020 800 SEMINOLE ROAD EXPIRES: 7/25/2020 >r ATLANTIC BEACH. FL 32233 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 1685 ATLANTIC BEACH DR RESIDENTIAL NEW SINGLE NEW RESIDENCE $978323.25 FAMILY RESIDENCE TYPE OF REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 169505 1370 ATLANTIC BEACH COUNTRY CLUB UNIT 02 COMPANY: ADDRESS: CITY: STATE: ZIP: OSSI CONTRACTING LLC 1112 3RD ST NEPTUNE BEACH FL 32266 OWNER: ADDRESS: CITY: STATE: ZIP: MELNYK DARWIN M P 0 BOX 682962 FRANKLIN TN 37068 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 2 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. Issued Date: 1/27/2020 1 of 2 '� RESIDENTIAL PERMIT PERMIT NUMBER piiits A 1 � CITY OF ATLANTIC BEACH RES19-0325 '� ISSUED. 1/27/2020 r 800 SEMINOLE ROAD EXPIRES: 7/25/2020 ATLANTIC BEACH. FL 32233 3 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. 4 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 5 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 6 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5878. 7 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 8 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $2638.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $1319.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 CROSS CONNECTION 400-0000-343-3701 0.75 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 SEWER SYSTEM DEVELOPMENT CHARGE 415-0000-324-0301 0.75 $4050.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $60.11 STATE DCA SURCHARGE 455-0000-208-0600 0 $40.07 WATER METER ONLY DOMESTIC 400-0000-343-3301 0 $185.00 WATER METER ONLY RECLAIM 400-0000-343-3301 0 $185.00 WATER SYSTEM DEVELOPMENT IMPACT CHARGE 415-0000-324-0301 0.75 $1140.00 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL:$9,992.18 Issued Date: 1/27/2020 2 of 2 City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) 800 Seminole Road (('7 j�"C Atlantic Beach, Florida 32233-5445 l� l -`�r 9 - c--)-3'.-" s" Phone(904)247-5826 Fax(904)247-5845 + I :�jr E-mail: building-dept@coab.us Date routed: t 4 I ( 9 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: l CO S5 / 1 an`�i becJepartment review required Yes/No Building f/ Applicant: U Ss t C,1 © ��0. '��t AQ `Planning &Zoning J Tree Administrator Project: I v e(il� S ` [� vC� `Public Works, Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. ✓Denied. ❑Not applicable (Circle one.) Comments: CBUILDIN1 PLANNING &ZONING Reviewed by: P1 Date:1/ —6-19' TREE ADMIN. Second Review: 1 Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: jd� -'1 FIRE SERVICES Third Review: ['Approved as revised. Denied ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 '1‘; ., Building Permit Application OFFICE COPY Updated l0/9/18 • ='l City of Atlantic Beach Building Department **ALL INFORMATION ,�;,' ; 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY �U`�TIS REQUIRED. r Q�Phhone: (904) 247-5826 Email: Building-Dept@coab.us Job Address 167E2)13 Job 1p /}—((/,- i '11` l?«�ci Permit Number: R E `l — 03 "Z„__) Legal Description A (--1/N 11 ,z/„�4. C U., ,I(y L tai A Lvf- ( - RE# l Ca 9 S-4,.) - - /7 7 J Valuation of Work(Replacement Cost)$ 1, a-O L:), v J.:. Heated/Cooled SF t>HU 5 Non-Heated/Cooled 7/3 W • Class of Work: C New ❑Addition ❑Alteration ❑Repair OMove ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial Bflesidential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ONo • Will tree(s)be removed in association with proposed proiect? IJYes must submit separate Tree Removal Permit) i❑No Describe in detail the type of work to be performed: /\j ,, c,, `(}�_.5, cry ('v,-- C. / W (Q i::-i 4-,.C Florida Product Approval# 41-1A7 ( for multiple products use product approval form Property Owner Information n1 (� / Name ccd-L.,Y,I\ �2\►\L(K Address P.o• 6c�j . (V q2-0\L�2._ =7 City _ . _ i State—j Zip 3706' Phone 6 36--21Z— /S6. I E-Mail ((p c5• -- Alm it )cAiL,a,/`��ran i,` , fom-N Owner or Agent(If Agent, Power of Attorney or Agency Letter 12elquired) Contractor Information Name of Company 03); Com,--1/y,fr ,. L 1-c.- Qualifying Agent Address I i Cc2 3P-0 S+C.e 4 ,u. 4 City ti /V! r"34�/State 'L Zip 3 2,7 Ci L Office Phone 904-/ - (c/o _ ?/l s Job Site Cont ct Nu er Q JS/ -6 /o - / ;3-- State Certification/Registration# C C L,�/ 4'Ji/ E-Mail - A-4 Q SS, 0 t Lig& is Ci, f Lor Architect Name&Phone# - nn 0 G OEJ/�v — ' 9 t)i/ —7/ (LT",- 33.< Engineer's Name&Phone# 1< V y It r V-v i..1 f+2 ,,,'` Q-/ - S 03 - 7d F 3 Workers Compensation Insurer-rnr'.,ily a..).IILL Mi fAQ , OR Exempt Expiration Date '7/,7ZVZJ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction.I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE:In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. OWNER'S AFFIDAVIT:I certify that all the foregoing information is accurate and that all work will be done in compliancce with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MA's RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOU' 'ROPERTY. IF YOU INTEND TO OBTAIN FINANCI CONSULT WITH YOUR LENDER OR A A OR Y BEFORE RECOR► OUR N•'. • e F CO a MENCEMENT. , , . (Signature:Owner or A: .t) (Signature of Contractor) Signed and sworn to (or affirmed)before me this day of Signed and sworn to(or affirmed)before me this 31 qday of OG�be S\ti±ii,by (AYVYYL- I. \ e Ayy'4� (j l A;sett , "'�;11 ,by �. cl • OTAq. ', (Signature of Notary) (Si atur of Notary) - • ,1 . X PZrso ally I�iown O, ••*- p versonally Known OR ,tARr Kenwyn Diego Harrilal NOTARY PUBLIC [ ]Pr tllda kahion.�2`� [ Produced Identification 1f r-,STATE OF FLORIDA Type d't 11 Ti€ation. • ��\`��` Type of Identification: - • �1 tuna G029ttfit3 i�iliiOp lyyW G`\�� E A Expires 1/14/2023 OFFICE COPY Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN "' City of Atlantic Beach Building Department GRAY IS REQUIRED. "WI 800 Seminole Rd, Atlantic Beach, FL 32233 Re 9 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RSI - v3 Z 5 ❑ Revision to Issued Permit OR Corrections to Comments Date: ( - I Project Address: ( V ft-1–Ii-A,h e UaL /L T224_,1 Contractor/Contact Name: V I L D J 5- Contact Phone: (� L —� / a 3/9 4 Email: ` ---A Q Os 5 G 1.4-Z dp,m1-n ?G, Description of Proposed Revision/Corrections: I ‘7. f: affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ?E-No ❑ Yes (additional s.f.to be added: • Will proposed revision/corrections add additional increase in building value to original submittal? No ❑*yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: 4proved (Office Use Only) ❑ Denied ❑ Not Applicable to Department Permit Fee Du $ ,SO.0 0 Revision/Plan Review Comments f Department Review Required: �e_B u i l ��and n_ing&Zoning Reviewed By Tree Administrator ublic Works' !1 Public Utilities j Public Safety Date Fire Services Updated 10/17/18 (--- j Permit Reviews �w City of Atlantic Beach Permit Number: RES19-0325 Description: NEW RESIDENCE Applied: 11/4/2019 Approved: Site Address: 1685 ATLANTIC BEACH DR Issued: Finaled: City,State Zip Code:ATLANTIC BEACH, FL 32233 Status: RECEIVED Applicant:<NONE> Parent Permit: Owner: MELNYK DARWIN M Parent Project: Contractor:<NONE> Details: LIST OF REVIEWS SENT DATE RETURNED DUE DATE TYPE CONTACT STATUS REMARKS DATE Review Group:AUTO SUBMITTAL 11/4/2019 Permit Tech COMPLETENESS Notes: 11/4/2019 11/6/2019 11/19/2019 BUILDING Building DENIED Notes: sccrection Comments: ubmit 2 copies of the James Hardie Building Products installation instructions for the FL#submitted and the evaluation reports for the same FL#. t2.3ubmit 2 copies of the Evaluation Report for the spray foam insulation to be used. 3.The contractor needs to sign and date both copies of the EPL display card from the energy calculation documents. 11/4/2019 11/7/2019 11/19/2019 PUBLIC UTILITIES Public Utilities APPROVED Notes: PER TRACKING FORM I 11/4/2019 11/5/2019 11/19/2019 PUBLIC WORKS Public Works DENIED Notes: A Revocable Encroachment Agreement must be submitted. 11/4/2019 11/7/2019 11/19/2019 ZONING Zoning DENIED Notes: Topo Survey`Pie-ase subrn+ta topographical survey.t• Side Yard Projections:Section 24-83(b)limits side yard projections into side yard setbacks,including roof overhangs and architectural elements,to 24 td inches.The second story roof in the northeast section of the house as well as the shutters on the south side of the house exceed this allowance.Please revise accordingly. 00 Printed:Thursday,07 November, 2019 1 of 1 7 , ) Sit CITY OF ATLANTIC BEACH -: 800 SEMINOLE ROAD \:�, =� :' OFFICE COPY ATLANTIC BEACH, FL 32233 ./ (904) 247-5800 BUILDING REVIEW COMMENTS Date: 11/4/2019 Permit#: RES19-0325 Site Address: 1685 ATLANTIC BEACH DR Review Status: Denied _ RE#: 169505 1370 Applicant: OSSI CONTRACTING LLC _ Property Owner: MELNYK DARWIN M Email:jack@ossidevelopment.com Email: 1685ATLANTICBEACHDR@GMAIL.COM Phone: 9046103195 Phone: 6362121561 9046103195 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Co ments: `� 1. Submit 2 copies of the James Hardie Building Products installation instructions for the . • submitted and the evaluation reports for the same FL#. 2. Submit 2 copies of the Evaluation Report for the spray foam insulation to be used. 3. The contractor needs to sign and date both copies of the EPL display card from the enert • calculation documents. P-rc- . 0.74"i9 Building filaV Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 Email:mjones@coab.us Resubmittal Notes: All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with 1$ revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left within the set of drawings. Complete new sets of drawings will not be accepted. ADDITIONAL ITEMS MAY BE REQUIRED DEPENDING UPON NEW INFORMATION AND CLARITY OF FINAL PLANS SUBMITTED FOR REVIEW. (c.,0„An.,. City of Atlantic Beach APPLICATION NUMBER gt A Building Department (To be assigned by the Building Department.) '- 800 Seminole Road v : E519 - 03'.-e--5— Atlantic �t / Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 + ( q o,t 0- E-mail: building-dept@coab.us Date routed: 1 4 I 1 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: l Co S-5 1:41-6410. e)�a C:f apartment review required Yes No .uilding D_ Applicant: ( SS ( CQ c\i-r0.('A'1. (\Q Manning &Zoning� `� 'Q J Tree Administrator Project: e(A) v \,,5 , DEQ E Public Works < _Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. ❑Not applicable (Circle one.) / Comments: BUILDING Ne ed T °J SL 1� (A(-fru, 4I t�ra-e�1.--c.,-/:‘..5 PLANNING &ZONING Reviewed by: late: 1 I— 7- ici TREE ADMIN. Second Review:71Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: — Date: I 1----2--- ei- FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 ALL Revision Request/Correction to Comments **HIGHLI HIED I ON .11A/7:141 HIGHLIGHTED IN JS City of Atlantic Beach Building Department GRAY IS REQUIRED. o >, r 800 Seminole Rd, Atlantic Beach, FL 32233 /� 4-7'0 Phone: V Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RC St -[ - 3 Z 5 ❑ Revision to Issued Permit OR Corrections to Comments Date: ( I Project Address: 111 I CO IF �'�l �4 ry l� ii.� / Pt_ 12 7.33 l Contractor/Contact Name: U J 5 Contact Phone: L} L) 2/9 4Email: �o 19 55OG iieLdf, C, Description of Proposed Revision/Corrections: U0- vy '/V I J /1-2.4‘ ? 0,3-- s: affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? (TNo ❑ Yes(additional s.f.to be added: •.Will proposed revision/corrections add additional increase in building value to original submittal? XNo ❑*yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) pproved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: �uildin ��al nning&Zoning Reviewed By Tree Administrator < ksblic Works _. Public Utilities / 1 1 11 Public Safety Date Fire Services Updated 10/17/18 City of Atlantic Beach APPLICATION NUMBER :s i Building Department (To be assigned by the Building Department.) ' ` 800 Seminole Road (� Atlantic Beach, Florida 32233-5445 NOV 04 2019 • •� ` ES\9 0 Phone(904)247-5826 • Fax(904)247-5845 r Q ;3 �r E-mail: building-dept@coab.us Date routed: f 4 ( I. 1 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 4 Co SS .0-n`6 C, � L,c�GI� epartment review required Yes No , uilding Applicant: Planning &Zonin .>_� ©Cl �0.�� l nC> g _ Tree Administrator (-Public Works Project: I \ �� -S t Q�--fvC 1-- C. Public Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 71. Approved. Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed byfoipaie2ta Date:`lii/tr. TREE ADMIN. Second Review: Approved as revised. ❑Denied. [1]Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed b : //A%/ ate: " .i FIRE SERVICES Third Review: ['Approved as revised. nDenied. Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 9; "PA/-C 1 /7 )7° ^ '9 // id I4) 1--r-Je l/ .�r �"��a a/r X Irl /•// = Y;err:/l 7lzo d9r = A 4,f Vi �r4110 � d.� �a�Ja / CJI ) d ) ' „A, in° he '; *rx X,rI G-1/ 0 dU"27° ir,Pi! tjy rh 2 1/71 idddi 2 z c - c 7 of4lr 6/l p If /Fa% 2r--P J2"Y'-fZ 77/ 2 // X 6/ "ei/ / X oil = �/ x�d 'E/ "ZI 4r ;.; ?s '11 ori l/ x 099J of )51 4 r/ 107 131 D'��1` '4"4/7' 74.9/ Revision Request/Correction to Comments **ALL INFORMATION �s"�l i HIGHLIGHTED IN ,,S n City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 Rest Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Rest 9 - 0 3 Z S Revision to Issued Permit OR Corrections to Comments Date: ( _ I Project Address: I CQ S " —(Ani k, UetciiFt 12 2.?3 Contractor/Contact Name: \.J Gl 0 tT 5. Contact Phone: q 0 L) --(, / D ,3l 4 Email: ..) -- C.— e 05 5 , DC i16-Lvn ? , Description of Proposed Revision/Corrections: Co , 6,(); 0 fv G4.77 .f b. I J ice? O,7 f: affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) •.Will proposed revision/corrections add additional increase in building value to original submittal? XNo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: .)•-•g„..--r--- (Office Use Only) LJ Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments r Department Review Required: uilding_D _ -Planning&Zonin— Reviewed By Tree Administrator 1 ECEIVE cublic Works P /2?.. �� Public Utilities NOV 2 7 2019 y Public Safetyi 1 Date Fire Services BY LiUpdated 10/17/18 v, REVOCABLE ENCROACHMENT AGREEMENT /� - ;,, City of Atlantic Beach **ALL INFORMATION \t' HIGHLIGHTED IN GRAY ��" r 800 Seminole Road, Atlantic Beach,FL 32233 IS REQUIRED. F4.., / REVOCABLE ENCROACHMENT AGREEMENT by the City of Atlantic Beach, Florida,a municipal corporation organized and existing under the laws of the State of lorida, ereinafter referred to as"CITY" and VS 5 l c?,, f ,4LA—(_ of Atlantic Beach, Florida,hereinafter referred to as"USER". WITNESSETH: That the CITY does hereby grant the USER permission on a revocable basis as described herein the right to enter upon the property for the purpose as described in the City of Atlantic Beach. This work is generally described as e4-0440.› . Any facility maintained, repaired, erected, and/or installed in the exercise of the privilege granted remains subject to relocation or removal on thirty(30)days'notice by CITY to USER,/ said notice to USER shall be given by,certified mail,return receipt requested,to the following address f 6 s- A-f/A-iv fl_ c-c ox . • In the event it is necessary for the CITY or the City's approved representative or other franchised utility to enter upon the above described easement or property of the CITY, the USER shall replace at the USER's sole expense, any and all material necessarily displaced during the action of maintaining, repairing, operating, replacing or adding to of the utilities and facilities of the CITY or franchise utility provider. • The facilities allowed by the permit shall meet the current requirements of the City Code, Building Codes, Land Development Code and all other land use and code requirements of the CITY, including City Code Section 19-7(h) which states"Driveways that cross sidewalks: City sidewalks may not be replaced with other materials, but must be replaced with smooth concrete left natural in color so that it matches the existing and adjoining sidewalks." • The USER, prior to making any changes from the approved plans and/or method, must obtain written approval from the City of Atlantic Beach Public Works Department, for said change within 30 days after the day of completion. • This permit shall inure to the benefit of, and be binding upon, the USER and their respective successors and assigns. • USER shall meet the terms and conditions of this permit and to all of the applicable State and CITY laws and/or specifications, to include utilities locate requirements and use limitations/requirements of easements, public right-of-ways and other •ublic land. USER further agrees that the CITY and its officers and employees shall be saved harmless • he SER from any of the work herein under the terms of this permit and that all of said liabilities are 'ereby a.sumed by the USER. Date /l Z (p(/ 9 Property Owner/' :e ' ed in presence of Notary Public) STATE OF FLORIDA, COUNTY OF DUVAL The foregoing in ^^ \\s ment as acknowledged this Z C day of ! �U I V ,20 ` , by � G0 ,SS , who personally appeared before me and (primed name of, igner) ckn edged t at�ne/"She. signed t e instrument voluntarily for the purpose expressed in it. %r am= ( ,,L e -, k ,.7„, Department Approval: Si re of Notary Public, State of FloriAi'/ R ] Personally Known - //!i or i4w TNI GINDLESPERGER - •:— [ ] Produced Identification(Type) ��"•'�;:, Scott Williams, Public Works Director ,, ;."a ki. MY COMMISSION#GG 353178 A _ 7,�/ EXPIRES:October 6,2023 H:\Applications&Forms\Word Documents\20180831 Rowe, C}o adfRy � ate:8/31/18 ilis.r v. a. U MI )..W.I: City of Atlantic Beach APPLICATION NUMBER js i Building Department (To be assigned by the Building Department.) 800 Seminole Road .5: • Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 • Fax(904)247-5845 p r. E-mail: building-dept@coab.us Date routed: 1 I t City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 1 COC epartment review required Yes No 0 a uilding Applicant: SS `t"-P0..�*( (\Q -Planning &Zonisg�.� , j� Tree Administrator Project: I �} e(� S � v�� (Public Works t Public Utilities Public Safety Fire Services Review fee $ S�C9 . Q� Dept Signature L Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept.of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLIC ON STATUS Reviewing Department First Review: Approved. (Denied. I !Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b . Date: /1— /2f TREE ADMIN. Second Review: ['Approved as revised. ['Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 City of Atlantic Beach PUBLIC UTILITIES DEPARTMENT '= '! 902 Assisi Lane Jacksonville, FL 32233 (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date // - S - /9 Service Address A' ,j /4 Titi A,l j l C (X'M' -- Number of Units / Commercial Residential Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) New Irrigation Meter '/ Upgrade Existing Meter from to (size) 3 ' New Reclaim Water Meter '' Size /� New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application # IZES 19 0 3 Z Water System Development Charge $ /, / q i , OO Sewer System Development Charge $ YI v SD, (R) Water Meter Only $ Reclaim Meter Only $ /83-, c.,a Water Meter Tap $ Sewer Tap $ Cross Connection $ .50, (Jo Other $ TOTAL $ 9, C.P) (Notes) APPROVED �� t � 'r �� Date //- -/ S P7blic Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: 1 S i Application #: �-�_S I ( O71j <' Project Address: , fJ g S AB D Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Comment Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination is Utilities needed, call 247-5878. 12(/ Meter Boxes Ensure all meter boxes, sewer cleanouts and valve covers are set to grade Sewer Cleanout and visible. A sewer cleanout must be installed at the property line. Cleanout must be RT1 Sewer covered with an RT1 concrete box with metal lid. Cleanout to be set to grade Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or if there is a private well on the property. Backflow preventer ❑ ❑ Backflow must be tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line Sensus installed must be metered with a Sensus touch-read meter in a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Meter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler If fire sprinkler system is provided, call 247-5878 for backflow requirements. Backflow ❑ 0 At a minimum, will require a double check backflow preventer. Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger ❑ ❑ Meter than 2" must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect & Cap Disconnect and cap water and sewer lines. 0 0 Inspection Must call the Inspection Line at 247-5814 to request an inspection of the Prior disconnected and capped water and sewer lines prior to demolition. ❑ ❑ ❑ 0 ❑ 0 ❑ ❑ O 0 OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): Sf'/C,j Non-Habitable Space (ft2): ' 1 1 LAND INFORMATION: Zoning District: ,q IC Flood Zone: X t Minimum FFE: 9. F� BUILDING INFORMATION: Construction Type: l/ 6 Occupancy Group: nS P lea ri-‘ 2e.S��/' �" ��` ( Number of stories: Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: FORM R405-2017 s -e FlGg FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Melnyk Residence Builder Name: Ossi Homes Street: /6?5" Atlantic Beach Country Club Lot 15 Permit Office: City,State,Zip: Atlantic Beach , FL,32233 Permit Number: Owner Jurisdiction: 261300 Design Location: FL, Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(6158.3 sqft.) Insulation Area a.Frame-Wood,Exterior R=19.0 5525.80 ft2 2. Single family or multiple family Single-family b. Frame-Wood, Adjacent R=19.0 392.50 ft2 3. Number of units,if multiple family 1 c. Frame-Wood, Exterior R=13.0 240.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10.Ceiling Types (2533.0 sql,) Insulation Area 5. Is this a worst case? No a. Roof Deck(Unvented)V R=30.0 2533.00 ft2 6. Conditioned floor area above grade(ft2) 5405 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade(ft2) 0 11. Ducts R ft2 7. Windows(983.5 sqft.) Description Area 3 additional duct system(s) 6 216.2 a. U-Factor: Dbl, U=0.34 ✓ 983.50 ft2 b.Sup: 1st Floor Master, Ret: 1st Floor Master, AH: 6 216.2 SHGC: SHGC=0.22 c.Sup:2nd Floor Owners Suite, Ret:2nd Floor Own (see details b. U-Factor: N/A ft2 12.Cooling systems kBtu/hr Efficiency a.Central Unit 24.0 SEER:14.00 SHGC: b.Central Unit 60.0 SEER:14.00 c. U-Factor: . N/A ft2 3 additional cooling systems (see details) SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 24.0 HSPF:8.20 SHGC: b.Electric Heat Pump 60.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.000 ft. 3 additional heating systems (see details) Area Weighted Average SHGC: 0.220 14. Hot water systems a.Electric Cap:80 gallons 8. Floor Types (5405.0 sqft.) Insulation Area EF:0.950 a.Slab-On-Grade Edge Insulation R=0.0 2872.00 ft2 b. Conservation features b.Floor Over Other Space R=0.0 1912.00 ft2 None c.other(see details) R= 621.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 135.68 PASS SS Glass/Floor Area: 0.182 Total Baseline Loads: 139.69 r/-'� I hereby certify that the plans and specifications covered by Review of the plans and o4 THE ST '' ..,.. this calculation are in compliance with the Florida Energy specifications covered by this a .:0�,'•., ,,��--' = `" A Code. calculation indicates compliance ?co..tip , , e with the Florida Energy Code. r„r,a: ••1•'�•. ;"'s ,%:.O PREPARED BY: Tim lsparyan / _- Before construction is completed a t • ea:O 8/1/19 : D4!.__Q`�... DATE: -_- -_ this building will be inspected for : 0 ;�; e compliance with Section 553.908 *'.. $01'a0 . ' I hereby certify that this building, as pled, i compliance Florida Statutes. COD `11L., with the Florida Energy Code. "%-..Pro ••... .. T � F. OWNER/AGENT: BUILDING OFFICIAL /11 DATE: -_If- a DATE: - - yl?_ __.47/_-_,q_ - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires ai envelope leakage test report with envelope leakage no greater than 6.50 ACH50 (R402.4.1.2). 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 6 OFFICE COPY • 7, PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) -U.S1Jr*ProjectAddress: 1 1)) 7, . 54( PL? Permit#: 12e-sit - d 70'1S"-- *Owner/Project Name: p j c_ ^?K�crh !�J tJ, /i1 , 4/ -(-- As LAs required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A.EXTERIOR DOORS / 1.Swinging 1914/1W W.rtJ 4 4-po— rev.y((4J „Q S�iitis , (=t, L/�O 9 2.Sliding /611.,v;ov Ifri:4,„,c1-19,xli 07 di\ .� v 3.Sectional 4.Garage Roll-Up 5.Automatic 6.Other B.WINDOWS 1.Single hung 2. Horizontal slider (� 3.Casement fiR4041 l aw d- uatl CAO L idA- up.uv iq 11' t"( . t2 0.5- 4. Double hung 5. Fixed 6.Awning 7. Pass-through 8. Projected 9. Mullion 10.Wind breaker 11.Dual action 12.Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1.Siding 2.Soffits 3. EIFS 4.Storefronts 5.Curtain walls 6.Wall louvers 7.Glass block 8. Membrane 9.Greenhouse 10.Synthetic stucco 11. Other D. ROOFING PRODUCTS 1.Asphalt shingles j�w9 J C v�flr/�h C��'Lk/1'( I U 6 7 /U , ( 2. Underlayments 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing 8. Roofing tiles 9. Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14.Cement-adhesive coats 15. Roof tile adhesive 16.Spray applied polyurethane roof 17.Other Page 2 of 4 Updated 10/17/18 --- Category/Subcategory _Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1. Wood connector/anchor 2.Truss plates 3. Engineered lumber 4. Railing 5.Coolers-freezers 6.Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11.Wall 12. Sheds 13.Other G.SKYLIGHTS 1.Skylight 2.Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 I In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of . -erent components other than the ones listed in this document must be approved by the Building Official. *Contractor Name (Print Name): C 3 *Contractor Signature: *Company Name: 0 5 5 d•---X""4-22 f li 6 ( _ *Mailing Address: ( / / 2 3 -P S /1/ *City: _ Ak/971)1/1"12._ Pei)/ G U f 0 *Zip Code: G *Telephone Number: V– 6 I -,5l *E-mail Address: •)/t-2 -D/; j/g441,ntit./7/ Cell Phone Number: 9t) Y- l0 -3 95 Fax Number: Page 4 of 4 Updated 10/17/18 OFFICE COPY Used for Florida Product Approval FL10477. 1 Artisan® Lap Siding • For use inside HVHZ: o Artisan Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami-Dade County Florida NOA 15-0122.03. Consult the Artisan Lap product installation instructions on the follow pages for all other installation requirements. • For use outside of HVHZ, o Artisan Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Artisan Lap Product Listing. Consult the Artisan Lap product installation instructions on the follow pages for all other installation requirements. artisan JamesHardie • artisan art1sarrIiz . Iapsiding. . JamesHardie INSTALLATION REQUIREMENTS Visit wwwartisanluxurv.com for the most recent version. EFFECTIVE AUG 2011 IMPORTANT:FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE,VIOLATE LOCAL BUILDING CODES,AND VOID THE LIMITED PRODUCT ONLY WARRANTY BEFORE INSTALLATION,CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONETM INSTRUCTIONS. TO DETERMINE WHICH HARDIEZONETM APPLIES TO YOUR LOCATION,VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343(866 9HARDIE) STORAGE& HANDLING Store flat and keep dry and covered prior to installation (fig. 1). Installing siding wet or saturated may result in shrinkage at joints.Protect edges and comers from breakage.James Hardie is not responsible for damage caused by improper storage and handling of the product. When working with Artisan- siding and trim products,carry the product on edge.If only one person is carrying the product,hold it in the middle and spread arms apart to better support the product(fig.2).If two people are carrying the product,hold it near each end and on edge(fig 3). Do not lift or carry Artisan products flat(fig 4). As 4 \ 1 jr.• ----` 4 ....t_ CUTTING INSTRUCTIONS - OUTDOOR 1.Position cutting station so that wind will blow dust away from user and others in working area. 2.Use one of the following methods: a.Better: i.Dust reducing circular saw equipped with a HardieBlade saw blade and HEPA vacuum extraction — NEVER use a power saw indoors to cut Artisan siding and trim products — NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark — NEVER dry sweep—Use wet suppression or HEPA Vacuum NIOSH-approved respirators can be used in conjunction with above cutting practices to further reduce dust exposures. Additional exposure information is available at www.artisanluxury.com to help you determine the most appropriate cutting method for your job requirements.If concern still exists about exposure levels or you do not comply with the above practices,you should always consult a qualified industrial hygienist or contact James Hardie for further information, INSTALLATION F r:,:a_ s stud water-resistive plywood or 24"ac.max. barrier 088 sheathing 4- y i' ; 7-7 istarter strip Ask,,,, AMI -I 1 .r - tinishin - I +-� r off tongue and studove joint gro 0/////////////////////////////0/0._ Install a 1 12"starter strip toconcrete leave appropriate gap between ensure a consistent plank angle foundation planks and trim,then caulk' *Apply caulk in accordance with caulk manufacturers written application instructions Warning;Avoid Breathing Silica Dust James Hardie products contain respirable crystalline silica.which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicosis,and has been lucked with other diseases. Some studies suggest smoking may increase these risks. During installation or handling:i1)work in outdoor areas with ample ventilation:Ouse use fiber cement shears for cutting or,where not feasible,use a HardiebladeTM saw blade and dust-reducing circular saw attached to a NEPA vacuum;731 warn others in the immediate area;(4)wear a properly-fitted,NIOSH-approved dust mask or respirator(e.g.N-95)in accordance with applicable government regulations and manufacturer instmctions to further limit respirable silica exposures. During clean-up.use NEPA vacuums or wet cleanup methods-never dry sweep For further information,refer to our installation instructions and Material Safety Data Sheet available at swvw.iameshardie.cam or by calling 1-800-9HARDIE it-800-942-73431. FAILURE TO ADHERE TO OUR WARNINGS MSDS.AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONA INJURY OR DEATH. SD050905 ART1104 -P1/8 1/11 GENERAL REQUIREMENTS 'O • Artisan®lap can be installed over braced wood or steel studs spaced a maximum of 24"o.c..Irregularities in framing and sheathing can mirror through the finished application. • Artisan lap can also be installed over foam insulation/sheathing up to 1"thick When using foam insulation/sheathing,avoid over-driving nails(fasteners),which can result in dimpling of the siding due to the compressible nature of the foam insulation/sheathing. Extra caution is necessary if power-driven nails(fasteners)are used for attaching siding over foam insulation/sheathing. • A water-resistive barrier is required in accordance with local building code requirements.The water-resistive barrier must be appropriately installed with penetration and junction flashing in accordan, with local building code requirements.James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap Weather Barrier,a non-woven non-perforated housewrap,which complies with building code requirements. • Adjacent finished grade must slope away from the building in accordance with local building codes- typically a minimum of 6"in the first 10. • Do not install James Hardie® products,such that they may remain in contact with standing water. • Artisan lap butt joints are not required to land on stud.Do not nail within 2"of tongue and groove at end of planks. • James Hardie recommends cutting tongue or groove off when butting into trim boards(fig.6). • Artisan lap requires a trim thickness of 1 1/2"for proper aesthetics. • Artisan lap may be installed on vertical wall applications only. remove tongue or • Must follow all clearance and details below. groove when a m shod • For larger projects,including commercial and multi-family projects,where the span of the wall is significant in butting trim length,the designer and/or architect should take into consideration the coefficient of thermal expansion and , moisture movement of the product in their design.These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie®Siding Products"at www.JamesHardie.com. CLEARANCES& DETAILS • DO NOT use stain on James Hardie®products.James Hardie products must be painted within 180 days for primed product and 90 days for un rimed. 100%acrylic topcoats are recommended.Do not paint when wet.For application rates refer to paint manufacturers specifications.Back-rolling is recommended if the siding is sprayed. • Install James Hardie'products with a minimum 6"clearance to the finished grade on the exterior of the building or in accordance with local building codes if greater than 6"is required (fig. 7). A • Maintain a 1"-2"minimum clearance between James Hardie products and paths,steps and driveways(fig.8 and fig.9) • At the juncture of the roof and vertical surfaces,flashing and counterflashing shall be installed per the roofing manufacturer's instructions. Provide a 1"-2"minimum clearance between the roofing and the bottom edge of the siding and trim(fig. 10) • Maintain a 1/4"clearance between the bottom of James Hardie products and horizontal flashing.Do not caulk gap(fig. 11). • Maintain a minimum 1"gap between gutter end caps and siding&trim (fig. 12). • When ending Artisan lap at the bottom of a window or at the top of a wall,a finishing strip similar to a starter strip maybe necessary to achieve a proper plank angle.Also when cutting Artisan lap around doors,windows,or other horizontal trim applications, an additional starter strip maybe necessary to achieve proper plank angle(fig. 13). • Install kickout flashing at roof-wall junctions(fig. 14). water-resistive , stud water- barrier ®,r,„ • siding 1 resistive _ N.--..! , ' barrier — ---._--. deck material 1 • j concrete 'N 110 "-2"min. 1"-2"min foundation I blind ail MIMI ,.; f;;r-�l't _ _ — 7 ' flashing i Artisan' )Dist I I ledger / flashing 6 min. + lap ~ 11' ` water-resistive flashing il siding barrier / `- I gutter �1 Do Not :.................... ------7./4 end Caulk car �1i4"gap / �— fascia starterl P t flashing - r -- II trim 1"min. IIIriding board F SUES 13 KICKOUT FLASHING step flashing /,',,'•� Because of the volume of water that can pour down a sloped roof,one of the most critical flashing -If adhering!',, • membran- 1 details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. s� ng Where the roof terminates,install a kickout to deflect water away from the siding. .eaves mem• ane It is best to install a self-adhering membrane on the wall before the subfascia and trim boards are : %V kidroutftashln. nailed in place,and then come back to install the kickout.To prevent water from dumping behind \` the siding and the end of the roof intersection,install a "kickout" of sufficient length and angle to `� drip edge direct the water running down the roof away from the siding (fig. 14).' water resistive F'`'"AE 1J barrier t The illustration(figure 14)and associated text was reprinted with permission of THE JOURNAL OF LIGHT CONSTRUCTION.For subscription information visit www.jlconline.com. APT1104 P28 811 /"r to JOINT PLACEMENT& TREATMENT JOINT PLACEMENT JOINT TREATMENT Artisan lap butt joints are not required to land on stud,it is Install factory finished tongue and groove edges together recommended that butt joints be placed 4"off stud (fig. 15). at butt joints using Joint Flashing (fig 16). Do not nail within 2"of tongue and groove at end of planks. Joint Flashing stud �. nailing 'oint flashing.** 24" tine water-resistive\t- �—OC max. ._ ibarrier � r'--�� "' recommended 11/4"mink 4"off stud rillirtisan' overlap 1_ -I blind nai ) F,;,. E 1) FGkaE 10 ARTISANTM ACCENT TRIM Artisan lap requires a trim thickness of 1 1/2"for proper aesthetics (figs. 17& 18). • Maintain a minimum 1" -2"clearance between Artisan Accent Trim and roofs,decks,paths,steps and driveways. Maintain a 1/4"clearance between Artisan Accent Trim and horizontal flashing. • 2 1/2"minimum 16 ga.finish nails may be used to attach Artisan TM Accent Trim to wood frame construction.ET&F or equivalent fasteners or screws may be used to attach Artisan Accent Trim to steel frame construction. • Fastening instructions are similar for all applications.When using finish nails,position nails no closer than 1/2"from the edges of the trim and for all other fasteners no closer than 3/4".Fasteners must be no closer than 1"from ends of trim and spaced a maximum of 16"o.c. Ensure trim is adequately fastened. Note:James Hardie'recommends installing trim boards so that seams are not visible from the front facing or street curb view(fig.17). • Flashing is required over all horizontal protruding and exposed trim. l'4-1 112"-÷I T I Artisan Accent Trim top view Artisan'" using Artisan` Accent Trim Accent Trim 1 1 front facing trim 22.5° 45° board (see note above) weather cut _ i 14— 31.2"-1.I Board Pre-built corner Site Built Corners Other areas(e.g. window trim, Width band boards and fascia) 4„ 1 nail every 16" to attach boards together+ 2 nails every 16" 2 nails every 16" 2 nails every 16" each board 6„ 1 nail every 16" to attach boards together+ 3 nails every 16" 3 nails every 16" 3 nails every 16" each board ** As required by local building code. ART1104 -P318 8/11 • CONCEALED FASTENING TABS For Corners, Band Boards,Windows,and Door Applications: Artisan"Accent'^'Trim boards with Back Grooves can be installed with Rat Tabs(JH sku no.280154)and Corner Tabs(JH sku no.280155)which provide concealed fastening.Only Rat and Corner Tabs can be used with Artisan Accent Trim boards to create a concealed fastening.Additional framing may be required to ensure the Flat and Corner Tabs are fastened properly to the structure,Special attention should be paid to the framing when using a sheathing that does not have fastener holding equivalent to OSB or Plywood sheathing. Step 1: Attach Rat Tabs to the back side of the trim using four(4)18 ga.1/2"L x 1/4"W narrow crown corrosion resistant staples,equally spaced in one row,positioned no closer than 1/2"from trim edges using a pneumatic staple gun.(Figure 1) Step 2:For wood frame construction,attach the trim to the building with minimum 2,6d siding nails fastened through the HardieTrim Flat Tabs(Figures 2&3)'.ET&F or equivalent fasteners may be used to attach the Rat Tabs to steel frame construction.(Figures 2&3) Fastener spacing will vary based on application.Refer to fastener table on page 4.Refer to specific sections in these instructions for required fastener spacing by application(window,band board,etc.) Installation of HardieTrim tabs In Coastal Regions: James Hardie requires that stainless steel staples&fasteners be used when installing HardieTrimTM"Tabs in coastal regions. Installation of HardieTrim Tabs over Pressure Treated Lumber: HardieTrimr"tabs shall not come in direct contact with ACQ or CA preservative-treated wood.Refer to the General Fastening section of this document for further information. Fasten HardieTrim 1/2" Fasten 4 staples to the center or the nailing ridge Flat Tab to OSB min OSB with min 2,6d • ` siding nails _ O HardieTrimT"'Flat Tab HardieTrimT"'Flat Tab Figure 19 Figure 20 TRIMMING CORNERS Artisans'Accent"'Trim boards with back grooves are installed around corners by pre-building the corner off the wall with the Corner Tabs(JH sku no.280155). • Attach HardieTrim Corner Tabs to the back side of the trim using eight(8)-18 ga.1/21 x 1/4"W narrow crown corrosion resistant staples using a pneumatic stapler.Ensure the HardieTrim Corner Tabs are fastened tight and straight to the trim boards.(Figure 4) • For wood frame construction,attach the trim to the building with 6d siding nails fastened through the Corner Tabs.ET&F or equivalent fasteners may be used to attach the Corner Tabs to steel frame construction. (Figure 22) • Attach a HardieTrim Corner Tab 1"from each ends and every 20"o.c. • TIP:Creating a jig for the work station is recommended to ensure the corners are fastened securely and straight. (Figure 24) Use 4 staples per Fasten 2"x 4" iece of trim to ; Comer studs i Corner Tabs timber blocks p -✓ to a work bench HardieTrini'm fasten the L-shaped _FAI Corner Tab , • tab to the pre-built i�corner.Use the nail ;� Q 22.5°-r c -- � • weather cut 111111111111 tabs o s a guide. v \ I , Figure 21 Siding nail Corner Tab Artisan Fasten 2"x 8"stud Figure 22 Figure 23 Figure 224 Accent Trim to the timber blocks 111111 corner studs Artisan'Accent"Trim boards with back grooves gip can also be installed directly to the building(fig.25) i•=, around corners using 2-1/2"long minimum 16 ga. galvanized finishing nails every 16"o.c. 111(1 r di Note:The 51/2"trim boards can only be installed directly to the building when used for corners. 2-1/2"Finish nail Figure 25 ART1104 -P4/8 1/11 /yo TRIM APPLICATION FOR WINDOWS, DOORS Flashing needs to be tucked under the water & OTHER OPENINGS resistive barrier and over Do not caulk between the Trim the opening prior to the installation of the siding(Figure 26). the Flat Tabs. siding and the flashing. Water-resistive Barrier 1/4"gap Place a Flat Tab at the end of each trim board and one tab every 16"OC. Attach the trim boards and Flat Tabs around the opening as shown in Figures 26 and 27. Figure 26 Figure 27 Header piece spans the window I Side trim pieces go to including the side trim pieces. the top of the window. — 11- iii T i A MillWII Bottom trim piece is the width of the ' I 1 i ' lIl _________- vnndow. NOTE: Follow your window/door manufacturers ----- _ -ow "'- installation instructions. Jo >s 1!8"caulked gap is left between Figure 28 siding and the side trim pieces. BAND BOARD A flashing is required over the trim and HardieTrimTM Hat Tabs.(Figure 28)Terminate ends of the Band Board into Trim or Siding or miter cut the edges of the trim at the corners of the building. Figure 29 Place a HardieTrimT 1 Flat Tab at the end of each trim board and one tab every stud at a maximum of 16"o.c. The HardieTrim1M Flat Tabs should be attached to the trim in an alternating pattern to Weather-resistive barrier the top and bottom of the band board(Figure 30,31). Use 16 ga.galvanized 2"long finish nails to ensure proper fasteningif needed. Sheathing P P �. R Artisan"Lap Siding Fasten 4 staples to the center of the nailing ridge qt-HardieTrimr'Flat Tabs f �� .--1/4"gap.Do not caulk. F-- ' Flashing 16"o.c.max .iFigure 30 Blocking 1111 [�HardieTrimT"Flat Tabs row ' 4-----Artisan Accent Trim Board of 16"o.c.max 11Figure 31 Caulk Flat Tabs Figure 32 Flush Flat and Corner Tabs Flat and (Pik � Comer Tabs . �� el Siding nail Do not Only use staples to attaches tab under fasten Flat and Corner Tabs to the wall drive nails. to the trim boards. *Refer to your paint manufactu er to washing and recoating requirements related to paint performance. ART1104 -P5/8 till GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant,galvanized,or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,hot-dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie'''products. Manufacturers of ACO and CA preservative-treated wood recommend spacer materials or other physical barriers to prevent direct contact of ACO or CA preservative-treated wood and aluminum products.Fasteners used to attach HardieTrim Tabs to preservative-treated wood shall be of hot dipped zinc-coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5." PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool.Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding.A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven.If setting the nail depth proves difficult,choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer-Does not apply for installation to steel framing). • Consult applicable code compliance report for correct fasteners type and placement to achieve specified design wind loads. • NOTE:Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. • Drive fasteners perpendicular to siding and framing. • Fastener heads should fit snug against siding(no air space) (fig. A). "Artisan Lap and Face Nailing Artisan Accent Trim" Figure 26 • Do not over-drive fastener heads or drive at an angle. • If fastener is countersunk,caulk fasteners hole and add a nail(fig. B) Flush HardieTrim • For wood framing,under driven fasteners should be hit flush to the plank Fiat and Corner Tabs Iii)with a hammer(For steel framing, remove and replace nail). HardieTrim" /r\• Do not use aluminum fasteners,staples,or clipped head nails on . Flat and �j 4kik. Corner Tabs�� Artisan Lap or when face nailing Artisan Accent Trim. Only use staples to fasten • Use the nailing line provided on the board for proper nail placement. Siding nail attaches Do not under HardieTrimTM'Flat and Corner tab to the wall. drive nails. Tabs to the trim boards. FASTENER REQUIREMENTS stud nailing line X24" \V ♦� v.C.max. Aig water-resistive '\— ' barrier V. - �, - C. DO NOT VSE min.17. NAIL LINE I 11 overlap l AS LAP LINE } y blind nail 11/4"mi". 0 overlap I DO NOT USE r/ NAIL LINE AS LAP LINE N ' O 000) water-resistive barrier F t ., ,.-- .,. ......0101111 water-resistive BLIND NAILING (required) ll barrier Wood Framing • Siding nail(0.09"shank x 0.221"HD x 2 1/4" long) Steel Framing Proper nail placement• Ribbed Bugle Head screw(No.8-18 x 0.323"HD x 1 5/8"long) • Do not nail within 2"of tongue and groove at end of planks. • Use the nailing line provided on the board for proper nail placement. CAULKING&PAINTING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS,Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions or ASTM C1193. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed. 100%acrylic topcoats are recommended. Do not paint when wet.For application rates refer to paint manufacturers specifications. Back-rolling is recommended if the siding is sprayed.James Hardie recommends the use of flat paint on Artisan DO NOT use stain on James Hardie"'products.James Hardie products must be painted within 180 days for primed product and 90 days for unprimed.1000/0 acrylic topcoats are recommended.Do not paint when wet.For application rates refer to paint manufacturers specifica- tions.Back-rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk,paint or prime all field cut edges. Refer to your paint manufacturer for washing and recoating requirements related to paint performance. ART1104 -P6i8 1,11 • CARE&MAINTENANCE As a guide,it is recommended that normal maintenance tasks shall include but not be limited to: • Washing down the exterior surfaces every 6 to 12 months with a garden hose or low pressure water spray to remove dirt and debris.* • Re-applying of exterior finishes.* • Maintaining the exterior envelope and connections including joints,penetrations,flashings,and sealants(caulking)that may provide a means of moisture entry beyond the exterior cladding. • Cleaning out gutters,blocked pipes,and overflows as required. • Pruning back vegetation that is touching the building. Clearance between the siding and shrubs is recommended. • Ensuring required external ground clearances and drainage slopes are maintained. Warning:High pressure water blasts(e.g.pressure washers)and sand blasting will damage the surface of fiber cement.James Hardie does not recommend these methods of cleaning.Low pressure water spray,or a medium bristle(nonmetal)brush are more suitable for cleaning fiber cement products. COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks,Includes 5%waste factor. Coverage Area Artisan® lap width Less Openings Plank Width 51/4 71/4 81/4 1 SQ = (100sq.ft.) Ex osure 4 6 7 1 27 18 15 2 53 35 30 3 79 53 45 4 105 70 60 5 132 88 75 6 158 105 90 7 184 123 105 8 210 140 120 9 237 158 135 10 263 175 150 11 289 193 165 12 315 210 180 13 342 228 195 14 368 245 210 15 394 263 225 16 420 280 240 17 447 298 255 18 473 315 270 19 499 333 285 20 525 350 300 This coverage chart is meant as a guide.Actual usage is subject to variables such as building design.James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:Artisan`lap complies ASTM C1186 in so doing meets the Fiber-Cement Siding code requirements in the 2006 International Building Code'Section 1404.10.1405.15,and 1405.17.2;and the 2006 International Residential Code-for One-and Two-Family Dwellings Table 970.4 and section 0703.10.2.Supplementary code compliance details are found the Artisan-lap Code Compliance Sheet RECOGNITION: RECOGNITION:HardieTnm-boards may be installed as an equal alternative to conventional trim permitted for use in: the 1997 Uniform Building Code,Section 601.5.5;the 1997 Standard Building Code,Section 1404.1;the 1999 BOCA National Building Code,Section 1407.2.2;2003 International Building Code,Section 1402.1,the 2003 International Residence Code for One- and Two-Family-Dwellings.Section R703.1.the 2003 International Residence Code for One-and Two-Family-Dwellings,Section R703.1.and the 1998 International One-and-Two-Family Dwelling Code,Section 601.1. ART1104 -P7,8 1/11 //TEA FASTENER TABLE Application Framing Material Fastener Fastener Max Tab Spacing Tab is nailed into (tab to framing) (tab to NT3 trim) (inches on center) Wood Stud One 6d corrosion resistant siding nail (minimum G=0.42) installed through center of flange into framing Four 18 ga.X 1/2" Minimum APA rated Two 4d ring shank corrosion resistant long X1/4"wide 16 Flat Tab 7/16"OSB siding nails equally spaced installed corrosion resistant through flange into framing crown staples. equally spaced in One No.8 X 1"long X 0.323"head one row Minimum 20 diameter screw(corrosion resistant) gauge steel ,nstalled through flange into framing Stud On each flange.Install one 6d Wood (minimum Stud ) corrosion resistant siding nail through flange into framing For each piece of -rim,install Four 18 Minimum APA rated On each flange.Install two 4d ring ga.X1/2"long X Corner Tab 7/16"OSB shank corrosion resistant siding nails 1i4"wide corrosion 20 through flange into framing resistant crown staples.equally On each flange.Install one No.8 X t" pace in two rows Minimum 20 long X 0.323"head diameter screw gauge steel (corrosion resistant)through flange into framing Wind-Borne Debris Region: "Supplemental fasteners may be necessary when installing tabs in a Wind-Borne Debris Region,please call Technical Services 800-942-7343 with any questions." artisan 0 2011 James Hardie Technology Limited.All rights reserved TM,SM and ID denote trademarks or registered trademarks of James Hardie Technology Limited.The Artisan logo is a trademark of JamesHardie James Hardie Technology Limited. Additional Installation Information,Warranties,and Warnings are available at www.artisanluxury.com P1111104 -P&8 8111 .04.401.14 tVAUJfTINRT t�'REPO N umpe 620 Thi Originally Issued: l2/20/2010F F I C E Copy Valid Through: 12/31/2019 CARLISLE SPRAY FOAM INSULATION 2.5 The insulation shall be installed by professional spray- 100 Enterprise Drive polyurethane foam installers approved by Carlisle Spray Carterville, GA 30120 Foam Insulation or by the Spray Polyurethane Foam (927) 767-9663 Alliance(SPFA). www.carlislesfi.com 2.6 Use of the insulation in areas of"very heavy" termite SEALTITETM OCX infestation probability shall be in accordance with 2018 and 2015 IBC Section 2603.8, 2012 IBC Section 2603.9, CSI Section: 2009 or 2006 IBC Section 2603.8,or 2018, 2015,2012 and 07 21 00 Thermal Insulation 2009 IRC Section R318.4,or 2006 IRC Section R320.5,as applicable. 1.0 RECOGNITION 2.7 When required by the applicable code, a vapor retarder SealTiterm OCX spray-applied polyurethane foam plastic shall be installed. insulations described in this report have been evaluated for use as thermal insulation and for use in Types I through V 2.8 Labeling and jobsite certification of the insulation and construction. The physical properties, thermal resistance, coatings shall comply with the following code sections as surface burning characteristics, fire-resistance-rating applicable: properties, alternative thermal barrier assemblies and attic and crawl space installations were evaluated for compliance • 2018,2015,2012 or 2009 IBC Section 2603.2 with the following codes and regulations: • 2018,2015,2012 or 2009 IRC Section R316.2 • 2018,2015 IRC Section N1101.1 0.1.1 • 2018, 2015, 2012 2009, and 2006 International • 2012 IRC Section N1101.12.1.1 Building Code'(IBC) • 2009 IRC Section N1101.4.1 • 2018, 2015, 2012 2009, and 2006 International • 2018,2015 or 2012 IECC Sections C303.1.1.1 or Residential Code®(IRC) R303.1.1.1 • 2018, 2015, 2012 2009, and 2006 International • 2009 IECC Section 303.1.1.1 Energy Conservation Code(IECC) 2.9 Foam Plastic used in plenums as interior finish or 2.0 LIMITATIONS interior trim under the 2018 edition IBC shall comply with Section 2603.7. Use of SealTite OCX spray-applied polyurethane foam plastic insulations recognized in this report is subject to the 2.10 The insulation shall be produced by Carlisle Spray following limitations: Faom Insulation in Cartersville,Georgia or Spring,Texas. 2.1 The insulation shall be installed in accordance with the 3.0 PRODUCT USE manufacturer's published installation instructions, this evaluation report and the applicable code. If there are any SealTite OCX spray-applied polyurethane foam plastic conflicts between the manufacturer's published installation insulations comply with IBC Section 2603, IRC Section instructions and this report, the more restrictive shall R316,2012 IECC Sections C303,C402, R303,and R402, govern. 2009 IECC Sections 303 and 402,and 2006 IECC Section 402. When installed in accordance with Section 4.0 of this 2.2 In accordance with Sections 4.5.1 and 4.5.2 of this report, the foam plastic insulation may be used in wall report,the insulation shall be separated from the interior of cavities, floor assemblies or ceiling assemblies, and/or in the building by a code-complying thermal barrier or attics and crawl spaces as nonstructural thermal insulation ignition barrier as appropriate. material. SealTite OCX insulations are used in Type V-B construction under the IBC and in one- and two-family 2.3 The insulation shall not exceed the nominal density and dwellings under the IRC. thickness for the installation conditions described in this report. SealTite OCX insulations may also be used in Types I. II, III or IV construction when installed in accordance with 2.4 During installation the insulation and the surfaces to Section 4 5.3 of this report. which it is applied shall be protected from exposure to weather. The product descnbed in this Uniform Evaluation Service fl/ES)Report has beer evaluated as an alternative material.design or method of construction in order to satisfy and comply with the intent of the provision of the code as noted in this report,and for at least equivalence to that prescribed n the code v,quality strength effectivenessfire resistance durabdrty and safely, as applicable in accordance with IBC Section 104 11 This document shall only be reproduced in Is entirety '�/f Copyright?,1 2019 by International Assoc/anon of Plumbing and Mechanical Officials All rights reserved.Printed,n the United States Pn 1.877-0IESPPT•Fax 909 472 4177 ANSI web www uniform-es org•4755 East Philadelphia Street Ontario,California 91761.2816—USA Page 1 of 5 wK*WIC 170!5 SOUS r 0 ' EPORT s'w , 620 TM Originally Issued: 12/20/2018 Valid Through: 12/31/2019 4.0 PRODUCT DESCRIPTION on the jobsite during installation. Where conflicts occur, the most restrictive governs. 4.1 Properties: SealTite OCX are open cell,spray-applied polyurethane foam plastic insulations in accordance with SealTite OCX insulation shall be spray-applied on the Section 3.1-1 and Table 1 ofAC377. The insulation has a jobsite using equipment specified in the manufacturer's nominal in-place density of 0.5 pcf(8 kg/m3). The two- published installation instructions. The maximum in- component spray foam plastic is produced in the field by service temperature for all areas shall not exceed the combining a polymeric isocyanate (A component) and a maximum temperature stated in the manufacturer's polymeric resin (B component). The liquid components published installation instructions. The insulation shall be shall be stored in 55-gallon(208 L)drums at temperatures sprayed onto a substrate that is protected and clean from between 65°F and 85°F (18°C and 29°C). When any debris or weather-related conditions during and after Component A and Component B are stored in factory- application and shall not be used in electrical outlets or sealed containers at the recommended temperatures, the junction boxes or in contact with rain, water,or soil. maximum shelf life is six months. 4.5.1 Thermal Barrier 4.2 Thermal Resistance (R-Values): SealTite OCX spray-applied polyurethane foam plastic insulations have 4.5.1.1 Application with a Prescriptive Thermal thermal resistance (R-Value) at a mean temperature of Barrier: SealTite OCX Spray-Applied Polyurethane 75°F(24°C)as shown in Table 1 of this report. Foam Plastic Insulation, of any thickness, shall be separated from the interior by an approved thermal barrier Table 1—Thermal Resistance of minimum 1/2 inch thick(12.7 mm)gypsum wallboard or (R-Values)' equivalent 15-minute thermal barrier. The thermal barrier Thickness R-Value shall comply with and be installed in accordance with the (inch) (°f•ft2.h/Btu) 2018, 2015, 2012, 2009 and 2006 editions IBC Section 1 3.7 2603.4, or the 2018, 2015, 2012 and 2009 IRC Section 4 14 R316.4 or 2006 IRC Section 314.4,as applicable. 7.5 27 11.5 41 4.5.1.2 Alternative Thermal Barrier Assemblies: For SI:I inch=25.4 mm,I'V flhBtu=0.176 110 K tn2/w R-Values arecalculated based on tested K values at 1-inch and 3.5-inch SealTite OCX spray applied foam plastic insulation may be thicknesses installed without a prescriptive thermal barrier as defined in Section 4.5.1.1 of this report when installed in 4.3 Surface Burning Characteristics: At a maximum accordance with Table 2 of this report. thickness of 4 inches (102 mm) and a nominal density of 0.5 pcf(8.0 kg/m3), the SealTite OCX insulations yield a 4.5.2 Installation in Attics or Crawl Spaces: SealTite flame spread index of 25 or less and smoke-developed OCX Spray-applied Polyurethane Foam Plastic Insulation index of 450 or less when tested in accordance with ASTM may be installed in attics or crawl spaces in accordance E84. Greater thicknesses, depending on the end use, are with this section(Section 4.5). recognized when installed in accordance with this report. When installed in attics or crawl spaces where entry is 4.4 Fire- Protective Coatings and Coverings: Fire made only for the service of utilities, SealTite OCX protective coatings, for use as alternative thermal barriers insulations may be installed in accordance with this or ignition barriers, shall be in accordance with Tables 2 section. SealTite OCX insulations need not be surfaced and 3 of this report, as applicable, and installed in with a thermal barrier;however,such attic and crawl space accordance with Section 4.5 of this report. areas shall be separated from the interior of the building by a ignition barrier in accordance with Section 4.5.2.1. 4.5 Installation: SealTite OCX spray-applied 4.5.2.2,and 4.5.2.3 of this report. polyurethane foam plastic insulations shall comply with one of the following requirements: 4.5.2.1 Installation Using a Prescriptive Ignition Barrier: When installed within attics or crawl spaces • 2018, 2015, 2012 IECC Sections 0402.1 where entry is made only for the service of utilities, (prescriptive) SealTite OCX spray-applied polyurethane foam plastic i 2018, 2015, 2012 IEC(: Section R402.1 insulation, at a maximum of 4 inches(102 mm)thick shall (prescriptive) be covered with a prescriptive ignition barrier in • 2009 IEC'C Sections 402, 405, 502 or 506 as accordance with 2018, 2015, 2012, 2009 or 2006 IBC appropriate. Section 2603.4.1.6,2018,2015,2012 or 2009 IRC Sections R316.5.3 and R316.5.4 or 2006 IRC Sections R314.5.3 and The manufacturer's published installation instructions for R314.5 4.as applicable. SealTite OCX insulations and this report shall be available 620 : -.a.4 TM Originally Issued: 12/20/2018 Valid Through: 12/31/2019 Exception: The prescriptive ignition barrier may be The coating shall be applied over the insulation using omitted when installed in accordance with Section airless spray equipment, roller, or a brush in accordance 4.5.2.2 or Section 4.5.2.3 of this report. with the coating manufacturer's published installation 4.5.2.2 Installation Using an Alternative Ignition instructions and this report. The ambient and substrate Polyurethaneg Foam temperatures shall be minimum 50°F (10°C), and the Barrierae Insulation Assembly:may Spray-Appliedbe installed in attics and Fcoam l surface shall be dry,clean,free of dirt and loose debris,and any other substance that could interfere with adhesion of spaces using an alternative ignition barrier assembly provided: the coating. a. Entry is only to service utilities in the attic or 4.5.2.4 Use on Attic Floors: SealTite OCX insulations may crawl space and no storage is permitted. b. Attic or crawl space areas cannot be be installed exposed(no coating),without an ignition barrier interconnected. up to a maximum thickness of 11'/: inches (292 mm) between and over the joist in attic floors.The insulation shall c. Air from the attic or crawl space cannot be be separated from the interior of the building by an approved circulated to other parts of the building. d. Attic ventilation is provided as required by the thermal barrier complying with IBC Section 2603.4 or 2015, 2018 edition IBC Section 1202 or 2018 edition 2012 and 2009 IRC Section R316.4 (2006 IRC Section 314.4).The ignition barrier required by IBC Section 2603.4 IRC Section R806 except where air-impermeable insulation is permitted in unvented attics and shall and 2015,2012 and 2009 IRC Section 8 case.16.5.3(2006 IRC comply with the following code sections as Section R314.5.3)may be omitted in this case. applicable: For Unvented Attics: 4.5.3 Exterior Walls of Types I, II, III or IV • 2018 IBC Section 1202.3 Construction(IBC) • 2015 IBC Section 1203.3 • 2018, 2015 and 2012 IRC Section 4.5.3.1 General:When SealTite OCX insulation is used in R806.5 exterior walls of Types I, II, III or IV construction of any • 2009 IRC Section R806.4 height, the insulation shall comply with IBC Section 2603.5 and this section. Crawl space ventilation is provided as required by 4.5.3.2 Complying Exterior Wall Assemblies: Wall the following code sections as applicable: • 2018 IBC Section 12014 assemblies that comply with Section 2603.5 of the IBC and • 2015 IBC Section 1203.4 this report that may be used in exterior walls of buildings of • 2012, 2009 and 2006 IBC Section Type I,II,III or IV construction of any height are described 1203.3 in Table 4 of this report. • 2018, 2015, 2012, 2009 and 2006 IRC Section 8408.1 5.0 IDENTIFICATION The spray foam insulation is identified with the following: e. The foam plastic insulation is limited to the a. Manufacturer's name(Accella Polyurethane maximum thickness and density tested. f. In accordance with IMC (International Systems,LLC) Mechanical Code ) Section 701, [2006 IMC b. address and telephone number, Sections 701 and 703], combustion air is c. the product trade name(SealTite OCX) provided. d. use instructions g. The installed coverage rate or thickness of e. density, flame-spread and smoke-development coatings shall be equal to what is described in indices Section 4.5.2.3 of this report. f. date of manufacture or batch/run number g. thermal resistance values 4.5.2.3 Installation Using an Alternative Ignition h. the evaluation report number(ER-620) Barrier with Application of Fire-Protective Coatings: i. the name or logo of the inspection agency SealTite OCX Spray-Applied Polyurethane Foam Plastic Insulations may be spray-applied in attics to the underside of roof sheathing or roof rafters,and vertical surfaces;and may be spray-applied in crawl spaces to the underside of floors and vertical surfaces as described in this section. Coating thickness shall be in accordance with Table 3 of this report. IIIZIZt:'v. rr t , 1 1 ' 620 1 TM Originally Issued: 12/20/2018 Valid Through: 12/31/2019 Either mark of conformity may be used as shown below: IAP MO ES Or IAPMO UES ER-620 6.0 SUBSTANTIATING DATA 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Spray-applied Foam Plastic Insulation, AC377, dated April 2016. including Appendix X (Editorially Revised in April 2018). 6.2 Reports of room corner fire testing in accordance with NFPA 286. 6.3 Reports on fire propagation characteristics tests in accordance with NFPA 285. 7.0 STATEMENT OF RECOGNITION This evaluation report describes the results of research carried out by IAPMO Uniform Evaluation Service on SealTite OCX to assess its conformance to the codes and standards shown in Section 1.0 of this report and documents the product's certification. Products are manufactured at locations noted in Section 2.10 of this report under a quality control program with periodic inspections under the supervision of IAPMO UES. Brian Gerber,P.E.,S.E. Vice President,Technical Operations Uniform EvaluationfiService 1/G�1s0 ,C/ Richard Beck,PE,CBO,MCP Vice President, Uniform Evaluation Service GP Russ Chane CEO,The IAPMO Group For additional information about this evaluation report please visit s‘ssss.uniform-es.org or email us at info h uniform-es.org itt4,, -, ‘ ,:,.• ,„. ,vALUATibai : ' EP.ORT . . •.. � h1b. 620 mow.. •.. T TM Originally Issued: 12/20/2018 Valid Through: 12/31/2019 TABLE 2-ALTERNATIVE THERMAL BARRIER ASSEMBLIES 2 FIRE-PROTECTIVE COATING/COVERING' MAXIMUM SPF THICKNESS (inch) TYPE MINIMUM THEORETICAL WALLS AND CEILING AND THICKNESS APPLICATION VERTICAL OVERHEAD (mils) RATE SURFACES SURFACES FT)WFT DC315 ' �9 D 115 ft-'/gal. 8.5 14 Flame 20 WFT Control 60- (13 DFT) 80 ft=/gal 7.5 11.5 60A For SI: 1 inch=25.4 mm,1 gallon=3.785 L. I ft=0.0929 m' 'Fire-protective coatings and coverings shall be applied over all exposed SPF surfaces in accordance with the coating/covering manufacturer's instructions and this report 2 International Fireproof Technology,Inc,recognized in IAPNIO UES ER-499. 'Flame Control Coatings,recognized in IAPMO UES ER-596. TABLE 3 ALTERNATIVE IGNITION BARRIER ASSEMBLIES FIRE-PROTECTIVE COATING/COVERAGE' MAXIMUM SPF THICKNESS (inch) MINIMUM THEORETICAL WALLS AND CEILINGS TYPE THICKNESS APPLICATION VERTICAL AND (mils) RATE SURFACES OVERHEAD SURFACES DC315`= 4 mils WFT 400 f12/gal 7.5 11.5 (3 DFT) For SI: 1 inch=25.4 mm,1 gallon=3.785 L, 1 ft2=0.0929 m' 'Fire-protective coatings and coverings must be applied over all exposed SPF surfaces in accordance with the coating/covering manufacturer's instructions and this report 2 International Fireproof Technology,Inc,recognized in IAPMO UES ER-499 EVALUATION :REPORT ,1 ' 620 - Originally Issued: 12/20/2018 Valid Through: 12/31/2019 TABLE 4-NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES FOAMSULATE 2202 APPLIED TO EXTERIOR OF WALL ASSEMBLY WITH FOAMSULATE 2202,SEALTITET'r OCX IN WALL STUD CAVITY WALL COMPONENT MATERIAL DESCRIPTION Base Wall System (BWS) I—concrete wall Use either 1. 2 or 3 2—concrete masonry wall 3— 1 layer of 5/8-inch thick Type X gypsum wallboard installed on the interior side of minimum 35/8-inch deep minimum No. 20-gauge steel studs spaced a maximum or 24 inches on center. Lateral bracing installed minimum every 4 feet vertically or as required. Wall stud cavities shall be filled at each floor line with minimum 4 pcf density mineral wool(e.g.Thermafiber)friction fit between steel wall studs. Perimeter Fire Barrier Perimeter fire barrier system complying with Section 715.4 of the 2018,2015 or System 2012 IBC shall be installed,as applicable,to fill the void created at the intersection of the exterior curtain wall assembly and the concrete floor slab. Interior Insulation 1 —None Use either 1. 2,3,4 or 5;or 2—Maximum 35/8-inch thickness of SealTite OCX open-cell SPF insulation combination of 3 and 4;or applied to the interior surface of BWS 1 or 2 above.1'3.4 combination of 3 and 5 3—SealTite OCX insulation applied to the full depth of the wall stud cavity,or less, with exterior gypsum sheathing(see BWS 3 above)as the substrate covering the width of the cavity and the inside of the steel wall stud framing flange.3•' 4—Fiberglass batt insulation(faced or unfaced) 5—Mineral wool insulation(faced or unfaced) Exterior Sheathing 1 —None(for BWS 1 or 2 above) Use either 1 or 2 2—%s-inch thick exterior 'sum sheathing(for BWS 3 above) Exterior Insulation Maximum 4-inch thickness of Foamsulate 2202 insulation Exterior Wall Covering' 1 —Brick: Standard type brick veneer anchors,installed at a minimum 24-inches Use either 1.2,3,4 or 5 on center,vertically on each stud with maximum 1-inch air gap between exterior insulation and brick. Brick to be standard nominal 4-inch thick clay brick installed in a running bond pattern using Type S mortar. 2—Stucco: Minimum 3/4-inch thick,exterior cement plaster and lath. A secondary water-resistive barrier(WRB)may be installed between the exterior insulation and the lath. The secondary WRB shall not be full-coverage asphalt or butyl-based self-adhered membranes. 3—Natural Stone: Minimum 2-inch thick natural stone(granite, limestone, marble,sandstone). Any standard non-open jointed installation technique may be used. 4—CMU and others: Minimum 2-inch thick concrete masonry unit(CMU),pre- cast concrete or artificial cast stone. Any standard non-open jointed installation method may be used. 5—Terra Cotta: Minimum 1'/.-inch thick Terra Cotta non-open jointed. Any standard non-open jointed installation method may be used. Flashing of window,door As an option, flash around windows,doors and other exterior penetrations with and other exterior wall limited amounts of maximum 12-inch wide flashing tape(acrylic,asphalt or butyl- penetrations based)or liquid-applied membrane material with or without fiber mesh reinforcements. SI: I inch=25.4 mm; 1 pcf= 16.0 kg/m3; 1 Btu/f12=0.01128 mJ/m2 I Fireblocking per Section 718 of the 2018,2015 or 2012 IBC and thermal barrier material requirements per Section 2603.4 of the 2018,2015 or 2012 IBC shall be met for Base Wall Systems 1 and 2,as required by specific wall construction details when a combustible concealed space is created on interior side of exterior wall assembly. 2 Foamsulate 220 in accordance with IAPMO UES ER-352. • OFFICE COPY FORM R405-2017 `FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Melnyk Residence Builder Name: Ossi Homes Street: Atlantic Beach Country Club Lot 15 Permit Office: City,State,Zip: Atlantic Beach , FL, 32233 Permit Number: Owner: Jurisdiction: 261300 Design Location: FL, Jacksonville County: Duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(6158.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood,Exterior R=19.0 5525.80 ft2 b. Frame-Wood, Adjacent R=19.0 392.50 ft2 3. Number of units,if multiple family 1 c. Frame-Wood, Exterior R=13.0 240.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (2533.0 sqft.) Insulation Area a. Roof Deck(Unvented) R=30.0 2533.00 ft2 6. Conditioned floor area above grade(ft2) 5405 b. N/A R= ft2 Conditioned floor area below grade(ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(983.5 sqft.) Description Area 3 additional duct system(s) 6 216.2 a. U-Factor: Dbl, U=0.34 983.50 ft2 b.Sup: 1st Floor Master, Ret: 1st Floor Master, AH: 6 216.2 SHGC: SHGC=0.22 c.Sup:2nd Floor Owners Suite, Ret:2nd Floor Own (see details b. U-Factor N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 24.0 SEER:14.00 b.Central Unit 60.0 SEER:14.00 c. U Factor: N/A ft2 3 additional cooling systems (see details) SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor N/A ft2 a. Electric Heat Pump 24.0 HSPF:8.20 SHGC: b. Electric Heat Pump 60.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.000 ft. 3 additional heating systems (see details) Area Weighted Average SHGC: 0.220 14. Hot water systems 8. Floor Types (5405.0 sqft.) Insulation Area a. Electric Cap:80 gallons EF:0.950 a.Slab-On-Grade Edge Insulation R=0.0 2872.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1912.00 ft2 None c.other(see details) R= 621.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 135.68 PASS Glass/Floor Area: 0.182 Total Baseline Loads: 139.69 I hereby certify that the plans and specifications covered by Review of the plans and ••-', I E STgT' this calculation are in compliance with the Florida Energy specifications covered by this : ti -. • ,•0;•. ,„• • . Code. calculation indicates compliance r c* �,,, ' ......6.6... with the Florida Energy Code. ? 'r,,,, : °,.,°,; PREPARED BY: rm 1sparYan 1 Before construction is completed ` g i DATE: _ _ _ _ this building will be inspected for . 0 ' a compliance with Section 553.908 *'•.. tr I hereby certifybuilding, . g compliance that this •si ned, is in Florida Statutes. with the Florida Energy Code. Op w,E• S... OWNER/AGENT: __ BUILDING OFFICIAL: v!__' l. DATE: _ /1//fig/ DATE: rat. ti-i? - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 6.50 ACH50(R402.4.1.2). 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 6 ,FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Melnyk Residence Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 5405 Lot# 15 Owner Name: Total Stories: 2 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Atlantic Beach Country Builder Name: Ossi Homes Rotate Angle: 135 Street: Atlantic Beach Country Permit Office: Cross Ventilation: County: Duval Jurisdiction: 261300 Whole House Fan: City,State,Zip: Atlantic Beach , Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville FL_JACKSONVILLE_INT 32 93 70 75 1281 49 Medium BLOCKS Number Name Area Volume 1 Block! 1072 10720 2 Block2 1800 18000 3 Block3 1000 10000 4 Block4 912 9120 5 Block5 621 6210 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1st Floor Master 1072 10720 No 2 1 1 Yes Yes Yes 2 1st Floor Main 1800 18000 Yes 0 0 1 Yes Yes Yes 3 2nd Floor Owners S 1000 10000 No 2 2 1 Yes Yes Yes 4 2nd Floor Office Are 912 9120 No 1 0 1 Yes Yes Yes 5 Bonus Room 621 6210 No 1 1 1 Yes Yes Yes FLOORS V # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio 1st Floor Master 108 ft 0 1072 ft2 ---- 0 0 1 2 Slab-On-Grade Edge lnsulatio 1st Floor Main 242 ft 0 1800 ft2 ---- 0 0 1 3 Floor Over Other Space 2nd Floor Owners ---- ---- 1000 ft2 0 0 0 1 4 Floor Over Other Space 2nd Floor Office A ____ ---- 912 ft2 0 0 0 1 5 Floor over Garage Bonus Room ____ ---- 621 ft2 19 0 0 1 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT ROOF / Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 2744 ft2 0 ft2 Medium N 0.85 No 0.9 No 30 22.6 ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Unvented 0 2533 ft2 N N CEILING V # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Unvented) 2nd Floor Owners 1 Blown 1000 ft2 0.11 Wood 2 Under Attic(Unvented) 2nd Floor Office A 1 Blown 912 ft2 0.11 Wood 3 Under Attic(Unvented) Bonus Room 1 Blown 621 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below It Ornt -- To Wall TypP Space k,ValuP Ft -1n_ Ft _la Area --__R-Value--Fraction _ Ahsor .Graria% 1 S=>NW Exterior Frame-Wood 1st Floor Mai 19 11 10 10 118.3 ft2 0.23 0.75 0 2 W=>NE Exterior Frame-Wood 1st Floor Mai 19 10 10 100.0 ft2 0.23 0.75 0 3 S=>NW Exterior Frame-Wood 1st Floor Mai 19 9 6 10 95.0 ft2 0.23 0.75 0 4 E=>SW Exterior Frame-Wood 1st Floor Mai 19 5 10 50.0 ft2 0.23 0.75 0 5 S=>NW Exterior Frame-Wood 1st Floor Mai 19 24 5 10 244.2 ft2 0.23 0.75 0 6 E=>SW Garage Frame-Wood 1st Floor Mai 19 15 10 10 158.3 ft2 0.23 0.75 0 7 E=>SW Garage Frame-Wood 1st Floor Mai 19 16 7 10 165.8 ft2 0.23 0.75 0 8 S=>NW Garage Frame-Wood 1st Floor Mai 19 6 10 10 68.3 ft2 0.23 0.75 0 9 E=>SW Exterior Frame-Wood 1st Floor Mai 19 16 7 10 165.8 ft2 0.23 0.75 0 10 S=>NW Exterior Frame-Wood 1st Floor Mas 19 7 10 70.0 ft2 0.23 0.75 0 11 E=>SW Exterior Frame-Wood 1st Floor Mas 19 14 1 10 140.8 ft2 0.23 0.75 0 12 N=>SE Exterior Frame-Wood 1st Floor Mas 19 15 10 10 158.3 ft2 0.23 0.75 0 13 E=>SW Exterior Frame-Wood 1st Floor Mas 19 1 6 10 15.0 ft2 0.23 0.75 0 14 N=>SE Exterior Frame-Wood 1st Floor Mas 19 50 6 10 505.0 ft2 0.23 0.75 0 15 W=>NE Exterior Frame-Wood 1st Floor Mas 19 2 10 20.0 ft2 0.23 0.75 0 16 N=>SE Exterior Frame-Wood 1st Floor Mas 19 2 10 20.0 ft2 0.23 0.75 0 17 W=>NE Exterior Frame-Wood 1st Floor Mas 19 13 6 10 135.0 ft2 0.23 0.75 0 18 S=>NW Exterior Frame-Wood 1st Floor Mas 19 2 10 20.0 ft2 0.23 0.75 0 19 W=>NE Exterior Frame-Wood 1st Floor Mas 19 2 10 20.0 ft2 0.23 0.75 0 20 S=>NW Exterior Frame-Wood 1st Floor Mas 19 13 10 130.0 ft2 0.23 0.75 0 21 W=>NE Exterior Frame-Wood 1st Floor Mai 19 38 10 10 388.3 ft2 0.23 0.75 0 _22 N=>SE Exterior Frame-Wood 2nd Floor Offi 19 20 10 10 208.3 ft2 0.23 0.75 0 23 E=>SW Exterior Frame-Wood 2nd Floor Offi 19 13 8 10 136.7 ft2 0.23 0.75 0 24 S=>NW Exterior Frame-Wood 2nd Floor Offi 19 27 8 10 276.7 ft2 0.23 0.75 0 25 W=>NE Exterior Frame-Wood 2nd Floor Offi 19 10 10 100.0 ft2 0.23 0.75 0 26 S=>NW Exterior Frame-Wood Bonus Room 19 9 10 90.0 ft2 0.23 0.75 0 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 6 9 Lot abed alemuog luegdwoO (L LOZ)uo!1!P3 419 09d L LOZsadeld -(L 'Aad)?CYO 9 vSfl®a6neOA61au3 Wd E L:l 6 LOZ&EZ78 auoN auoN u!011 L u!0 11 l ell 0.0E N ZZ.0 VC 0 saA algnoa 3-moi lAu!A 6? MS<=3 b l auoN auoN u!031 L u!011 l ell 0.0E N ZZ'O VC 0 sal, algnoa 3-moi IAu!A 8? MN<=S EL auoN auoN u!0 4 L u!011 l 2110'9 N ZZ'O 4£'0 sa7, elgnoo 3-moi IAu!A 9? MN<=S Z L auoN auoN u!0 31 L u!0 14 l ell 0'43 N Z3•0 VE0 saA algnoa 3-moi IAu!A bZ MN<=S l l auoN auoN u!011 I. u!0 14 l 2110 S L N ?Z'O iE•0 saA algnoa 3-moi IAu!A EZ MS<=3 0 L auoN auoN u!011 l u!011 l 2110 OE N ZZ'O VE 0 saA algnoa 3-moi lAu!A ZZ 3S<=N 6 auoN auoN u!011 l u!011 I. 2110•8ZL N ZZ 0 K.0 seA algnoa 34A0-1 IAu!A LZ 3N<=M 8 auoN auoN u!014 L u!014 l 2110 ZE N 3Z•0 bE•O saA algnoa 3-moi IAu!A OZ MN<=S L auoN auoN u!011 l u!011 l ell 0.C9 N Z3.0 VE0 saA algnoa 3-moi IAu!A L l 3N<=M 9 auoN auoN u!011 l u!0 14 l 214 0'ZL N 33'0 4£•0 saA algnoa 3-moi lAu!A VI- 3S<=N S auoN auoN u!011 L u!011 l 2310'0£ N ZZ.0 VE.0 sal, algnoa 3-moi lfu!A VI. 39<=N b auoN auoN u!0 11 l u!0 14 l 2110 9£ N Z3•0 VE'0 saA algnoa 3-moi IAu!A l l MS<=3 C auoN auoN u!0 11 l u!0 14 L 2119•ZZ N 3Z.0 VC 0 sal, algnoa 3-moi lAu!A £ MN<=S Z auoN auoN U!0 11 L u!0 14 L z210'ZL N ZZ 0 VE.0 SOA algnoo 3-moi IAu!A 9 MN<=S I. 6u!uaaJoS ePe4S ILII uo!leledag 41dea easy dwl OOHS lobed-fl OddN saved eweid al lu1O # ^ 6ue4JeAO IIeM /` (saeibep SEL paleloJ)4mg sy o1 pa6ueIp(<_) uo!leluauo pelalua 8141 SI um04s u0!leluau0 SMOaNIM 211 OZ 8 9 Z b auoN !eye zooid ISL pelelnsul MN<=S E 211 bZ 8 E b' auoN !eye mold ISL pa2elnsul MN<=S Z 214 04 8 5 b auoN !eye bold Isl. palelnsul MN<=S l u LA ul ld ealy 346!0H 43P!M anleA-fl swlolS weds adAllooa 1u10 # saooa O 91.'0 EZ•0 211 L'9E l OL 8 EL 6 L !1101oold PuZ pooh-eweJd Jo!Jalx3 3N<=M bb O SL'O £Z 0 211£'ELL 0 L b l l 6L !110 1001d puZ pooh-aweJd 10!1°1x3 3S<=N £b O SL 0 En) 211£'86 OL OL 6 6 L !110 1o0id puZ pooh-eweJd 10!1°1x3 3N<=M Zb 0 SL'O £Z'O 2310 OS O L S 6 L !110 Joold puZ pooh-°weld 10!1°1x3 MN<=S Lb 0 SL'O £3•0 211 L 1.9 OL Z S 6L WO mold puZ pooh-ewe13 101191x3 3N<=M 04.- 0 b0 SLCO CZ0 231 L LS O L Z S 6 L !1101oold puZ pooh-°weld 1oue4c3 MN<=S 6C O SL 0 EZ 0 2110'00? O L OZ 6 L MO 1001d puZ pooh-aweJd 1opalx3 3N<=M 8E O SL.O C3'0 zl1 L•LS 0l Z 5 6L m0looId puZ pooh-°weld 1011°1x3 3N<=M LE O SEO CZ.0 2110'05 0 L S 6 L nip 1001d PuZ pooh-°weld 10!1°1x3 39<=N 9C O SL O EZ•0 211£'£L L O L b l L 6 L ANO bold PuZ PooM-meld 10!1°1x3 3N<=M SC O SL O £3'0 ell L L Lb O L Z Lb 6 L m0 bold PuZ pooh-Weld 1oua1x3 39<=N VE 0 gt 0 EZ'0 211 L'9E17 0 L 8 £b 6L m0 bold puZ pooh-meld 1o!1a1x3 MS<=3 CC 0 SL.0 E3•0 211 0'04 O l b 6 L wood snuog pooh-meld 10!1°1x3 39<=N ZE O SL 0 CZ0 231 E'8E OL OL £ 6L wood snuog pooh-meld l0ualx3 3N<=M LC O SL'O CZ.° 2310 01Z ID bZ £L wood snuog pooh-meld 10ualx3 39<=N OC 0 SL'O EZ.0 214 0.00? O L OZ 6 L wood snuog pooh-°weld 10!191x3 MS<=3 6Z O GL.0 £Z•0 ell 0 O1Z O L bZ 6l wood snuog pooh-°weld 10!101x3 MN<=S 83 0 SLO EZ•0 2110•5£ O L 9 E 6l wood snuog pooh-°weld 10!1°1x3 3N<=M LZ % P JO loagy uugoeld dnteA-d easy 111 -13 v1- 1d dnieA-13 eoedg -90A1 iIeM 01 iw° 7�— mope mpg 6u!weld am-PENS 114 6!91-1 41P!M A1!neO luaoefpy /` STIVM lH:1Od31:1 ISI1NO3HO AEIVWWf1S lldNI LI-O3-5017 wEIOd FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WINDOWS Orientation shown is the entered orientation(=>)changed to As Built(rotated 135 degrees). / Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 15 N=>SE 30 Vinyl Low-E Double Yes 0.34 0.22 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None 16 E=>SW 33 Vinyl Low-E Double Yes 0.34 0.22 N 105.0 ft2 1 ft 0 in 1 ft 0 in None None 17 N=>SE 34 Vinyl Low-E Double Yes 0.34 0.22 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None 18 N=>SE 34 Vinyl Low-E Double Yes 0.34 0.22 N 12.0 ft2 1 ft 0 in 1 ft 0 in None None 19 W=>NE 35 Vinyl Low-E Double Yes 0.34 0.22 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None 20 W=>NE 37 Vinyl Low-E Double Yes 0.34 0.22 N 10.0 ft2 1 ft 0 in 1 ft 0 in None None 21 W=>NE 38 Vinyl Low-E Double Yes 0.34 0.22 N 36.0 ft2 1 ft 0 in 1 ft 0 in None None 22 W=>NE 38 Vinyl Low-E Double Yes 0.34 0.22 N 40.0 ft2 1 ft 0 in 1 ft 0 in None None __ 23 W=>NE 40 Vinyl Low-E Double Yes 0.34 0.22 N 10.0 ft2 1 ft 0 in 1 ft 0 in None None 24 W=>NE 42 Vinyl Low-E Double Yes 0.34 0.22 N 30.0 ft2 1 ft 0 in 1 ft 0 in None None __ 25 N=>SE 43 Vinyl Low-E Double Yes 0.34 0.22 N 15.0 ft2 1 ft 0 in 1 ft 0 in None None _ 26 W=>NE 44 Vinyl Low-E Double Yes 0.34 0.22 N 45.0 ft2 1 ft 0 in 1 ft 0 in None None GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 625 ft2 625 ft2 64 ft 8 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000413 5855 4 321.45 604.54 2242 6.5 HEATING SYSTEM Vif System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:8.2 24 kBtu/hr 1 sys#1 _ 2 Electric Heat Pump/ None HSPF:8.2 60 kBtu/hr 2 sys#2 3 Electric Heat Pump/ None HSPF:8.2 30 kBtu/hr 3 sys#3 _ 4 Electric Heat Pump/ None HSPF:8.2 24 kBtu/hr 4 sys#4 5 Electric Heat Pump/ None HSPF:8.2 18 kBtu/hr 5 sys#5 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ None SEER: 14 24 kBtu/hr 720 cfm 0.75 1 sys#1 2 Central Unit/ None SEER: 14 60 kBtu/hr 1800 cfm 0.75 2 sys#2 3 Central Unit/ None SEER: 14 30 kBtu/hr 900 cfm 0.75 3 sys#3 4 Central Unit/ None SEER: 14 24 kBtuThr 720 cfm 0.75 4 sys#4 5 Central Unit/ None SEER: 14 18 kBtu/hr 540 cfm 0.75 5 sys#5 8/23/2019 1:13 PM EnergyGaugee USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 6 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 80 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 DUCTS / ----Supply--- Return Air CFM 25 CFM25 HVAC# V # Location R Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 1st Floor Mas 6 216.2 ft 1st Floor Mas 54.05 ft Default Leakage 1st Floor M (Default) (Default) 1 1 2 1st Floor Mas 6 216.2 ft 1st Floor Mas 54.05 ft Default Leakage Garage (Default) (Default) 2 2 3 2nd Floor Ow 6 216.2 ft 2nd Floor Ow 54.05 ft Default Leakage 2nd Floor 0 (Default) (Default) 3 3 4 2nd Floor Offi 6 216.2 ft 2nd Floor Offi 54.05 ft Default Leakage 2nd Floor 0 (Default) (Default) 4 4 5 Bonus Room 6 216.2 ft Bonus Room 54.05 ft Default Leakage 1st Floor M (Default) (Default) 5 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Venting X1 Jan f X)Feb [XXI Mar ki Apr t 1 May t I Jun t i Jul t I Aug [XI Segeetp �Xi Oct X Nov lX Dec Eleecc Venting Jan [ Feb Mar Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling(WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling(WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Main 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 6 of 6 ' 2017 EPL DISPLAY CARD OFFICE COPY ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* =97 The lower the Energy Performance Index, the more efficient the home. 1. New home or, addition 1. New(From Plans) 12. Ducts, location& insulation level a)Supply ducts R 6.0 2. Single-family or multiple-family 2. Single-family b) Return ducts R 6.0 c) AHU location varies 3. No. of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 4 13. Cooling system: Capacity 156.0 a)Split system SEER 5. Is this a worst case?(yes/no) 5. No b)Single package SEER c)Ground/water source SEER/COP 6. Conditioned floor area(sq. ft.) 6. 5405 d) Room unit/PTAC EER e)Other 14.0 7. Windows,type and area a)U-factor:(weighted average) 7a. 0.340 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.220 14. Heating system: Capacity 156.0 c)Area 7c. 983.5 a)Split system heat pump HSPF b)Single package heat pump HSPF 8. Skylights c) Electric resistance COP a) U-factor:(weighted average) 8a. NA d)Gas furnace, natural gas AFUE b)Solar Heat Gain Coefficient(SHGC) 8b. NA e)Gas furnace, LPG AFUE f)Other 8.20 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised (R-value) 9b. 19.0 15. Water heating system c)Concrete, raised(R-value) 9c. a) Electric resistance EF 0.95 b)Gas fired, natural gas EF 10. Wall type and insulation: c)Gas fired, LPG EF A. Exterior: d)Solar system with tank EF 1. Wood frame(Insulation R-value) 10A1. varies e) Dedicated heat pump with tank EF 2. Masonry(Insulation R-value) 10A2. f) Heat recovery unit HeatRec% B. Adjacent: g)Other 1. Wood frame(Insulation R-value) 10B1. 19.0 2. Masonry(Insulation R-value) 1082. 16. HVAC credits claimed(Performance Method) 11. Ceiling type and insulation level a)Ceiling fans a) Under attic 11a. 1.0 b)Cross ventilation No b)Single assembly 11 b. c)Whole house fan No c)Knee walls/skylight walls 11c. d) Multizone cooling credit d) Radiant barrier installed 11d. No e) Multizone heating credit f) Programmable thermostat Yes *Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has corn. ed with the Florida Building Code, Energy Conservation,through the above energy saving features which will b- s :Iled (or exceeded)in this home before final inspection. Otherwise, a new EPL display card will be comp • ed 'ased on nstalled code compliant features. Builder Signature: i _ - Date: / /2 5 //9 Address of New Ho .•. Atlantic Beach Country Club Lot 15 City/FL Zip: Atlantic Beach, FL 32233 8/23/2019 1:13:11 PM EnergyGauge®USA 6.0.03(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: Atlantic Beach Country Club Lot 15 Permit Number: Atlantic Beach , FL,32233 MANDATORY REQUIREMENTS See individual code sections for full details. V SECTION R401 GENERAL ❑ R401.3 Energy Performance Level(EPL)display card(Mandatory)The building official shall require that an energy performance level(EPL)display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law(Section 553.9085, Florida Statutes)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. ▪ R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal enveldi building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1,as applicable to the method of construction. Where required by the code official,an approved third party shall inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i)or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations, renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors,fireplace and stove doors shall be closed, but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3. Interior doors,if installed at the time of the test,shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. Heating and cooling systems, if installed at the time of the test,shall be turned off. 6.Supply and return registers, if installed at the time of the test,shall be fully open. ❑ R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air leakageWindows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 L/s/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 L/s/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 • MANDATORY REQUIREMENTS - (Continued) ❑ R402.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. ❑R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential.All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. ❑ R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNETACC 380 by either individuals as defined in Section 553.993(5)or (7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f), (g)or(i), Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. ❑ R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa)across the system,including the ma air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa)across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. rl❑R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C)or below 55°F(13°C)shall be insulated to a minimum of R-3. ❑ R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. ❑ R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. ❑ R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe.Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'h inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). ❑ R403.5.6.1.1 Automatic controls. Service water-heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C) ❑ R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s)of combustion types of service water-heating systems to be turned off. ❑ R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code,Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. • R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential,or Florida Building Code, Mechanical,as applicable,or with other approved means of ventilation including:Natural, Infiltration or Mechanical means.Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table 8403.6.1. Exception: Where whole-house mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. ❑ R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment(Mandatory). ❑ R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUM (CFM) (CFM/WATT) (CFM) Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI: 1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating-test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer, in attached single-and multiple-family units,the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. O R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. E R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. ❑ R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. ❑ R403.9 Snow melt and ice system controls(Mandatory) Snow-and ice-melting systems,supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F(4.8°C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. ❑ R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. ❑ R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy, such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. ❑ R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16,2013,when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 8123!2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 • ❑ R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. rl R403.11 Portable spas(Mandatory)ie energy consumption of electric-powered portable spas shall be controlled by the 6-1 requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception:Low-voltage lighting. R404.1.1 Lighting equipment(Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 • '2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Melnyk Residence Builder Name: Ossi Homes Street: Atlantic Beach Country Club Lot 15 Permit Office: City,State,Zip: Atlantic Beach , FL,32233 Permit Number: U Owner: Jurisdiction: 261300 w Design Location: FL, Jacksonville U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit Ceiling/attic insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per Knee walls shall be sealed. inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows,skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (including insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls,or insulation that on installation readily conforms to available space shall extend behind nioina and wiring Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box on The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub-floor or drywall. Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover elates and walls or ceilinas. _ a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 8/23/2019 1:13 PM EnergyGauge®USA 6.0.02(Rev. 1)- FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 • Manual S Compliance Report Job: wright5oft'° Date: Apr 09,2019 Bonus Room Avalon Heating and Air 3665 Spnng Park Rd Jacksonville.FL 32207 Phone 9042451818 VVeb wwwavalonaccom License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 11551 Btuh Entering coil DB: 792°F Outdoor design WB: 77.3°F Latent gain: 2736 Btuh Entering coil VVB: 64.2°F Indoor design DB: 75.0°F Total gain: 14287 Btuh Indoor RH: 50% Estimated airflow: 580 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140191A+ARUF25B14A Actual airflow: 580 cfm Sensible capacity: 14149 Btuh 122%of load Latent capacity: 2593 Btuh 95%of load Total capacity: 16742 Btuh 117%of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 10970 Btuh Entering coil DB: 69.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140191A+ARUF25B14A Actual airflow: 580 cfm Output capacity: 18000 Blah 164%of load Capacity balance: 22 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 580 cfm Output capacity: 2.9 kW 91%of load Temp.rise: 50 °F Meets all requirements ofACCA Manual S. - - wrightsoft' 2019-npr-09 123702 f ght-Swte®Universal 2019 19.0.04 RSU23882 Page 1 A C\UsersWome‘Dropbox\Ductlayouts\MelnykRes.rup Calc=MJB Front Door faces:NE Manual S ComplianceReport Job: +� wrightsoft Date: Apr 09,2019 First Floor BY: Avalon Heating and Air 3665 Spnng Park Rd.Jacksonville FL 32207 Phone 9042451818 VVeb wwwavalonaccom License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 36319 Btuh Entering coil DB: 78.5°F Outdoor design WB: 77.3°F Latent gain: 10840 Btuh Entering coil WB: 64.1°F Indoor design DB: 75.0°F Total gain: 47160 Btuh Indoor RH: 50% Estimated airflow: 1883 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140601 K+ASPT61 D14A Actual airflow: 1883 cfm Sensible capacity: 39550 Btuh 109%of load Latent capacity: 16950 Btuh 156%of load Total capacity: 56500 Btuh 120%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 24309 Btuh Entering coil DB: 68.9°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140601 K+ASPT61 D14A Actual airflow: 1883 cfm Output capacity: 59000 Btuh 243%of load Capacity balance: 10 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1883 cfm Output capacity: 62 kW 87%of load Temp.rise: 50 °F Meets all requirements ofACCA Manual S. W r%911t30ft 2019-Apr-09 12 37 02 „., Right-Suite®Universal 2019 19.0.04 RSU23882 Page 2 ACCP C'JsersWomekDropboxlDudLayoutsWlelnykRes.rup Calc=MJ8 Front Door faces NE Manual S Compliance Report Job:lk wrightsoft p p Date: Apr 09,2019 • Master 1st Fl By. Avalon Heating and Air 3665 Spring Park Rd Jacksonville.FL 32207 Phone 9042451818 Web w eavalonac corn License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 16464 Bluh Entering coil DB: 79.0°F Outdoor design WB: 77.3°F Latent gain: 3288 Blah Entering coil WB: 64.2°F Indoor design DB: 75.0°F Total gain: 19752 Blah Indoor RH: 50% Estimated airflow: 773 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140251A+ARUF29B14A Actual airflow: 773 cfm Sensible capacity: 16240 Btuh 99%of load Latent capacity: 6960 Btuh 212%of load Total capacity: 23200 Bluh 117%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 19116 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140251A+ARUF29B14A Actual airflow: 773 cfm Output capacity: 23200 Btuh 121%of load Capacity balance: 28 °F Supplemental heat required: 0 Bluh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: n/a Model: n/a+n/a Actual airflow: 773 cfm Output capacity: 0 kW 0%of load Temp.rise: 0 °F Meets all requirements ofACCA Manual S. wrightsoft° 2019-Apr-09 1237 02 ght-Suite®Universal 201919.0.04 RSU23882 Page 3 ACCP•CWsers\Home\Dropbox\DudLayouts\MelnykRes.rup Calc=MJ8 Front Door faces NE Manual S Compliance Report Job: Wrlghtsoft` Date: Apr 09,2019 Owner Suite 2nd F Avalon Heating and Air 3665 Spring Park Rd.Jacksonville,FL 32207 Phone 9042451818 VVeb wwwavalonaccom License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 19882 Btuh Entering coil DB: 78.3°F Outdoor design WB: 77.3°F Latent gain: 4017 Btuh Entering coil VVB: 63.9°F Indoor design DB: 75.0°F Total gain: 23899 Btuh Indoor RH: 50% Estimated airflow: 933 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ARUF31 B14A Actual airflow: 933 cfm Sensible capacity: 19600 Btuh 99%of load Latent capacity: 8400 Btuh 209%of load Total capacity: 28000 Btuh 117%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 16813 Btuh Entering coil DB: 69.2°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140301 K+ARUF31 B14A Actual airflow: 933 cfm Output capacity: 27800 Btuh 165%of load Capacity balance: 21 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 933 cfm Output capacity: 4.7 kW 95%of load Temp.rise: 50 °F Meets all requirements ofACCA Manual S. 2019-Apr-09 12 37 02 wrightsoft' Right-Suite®Universal 201919.0.04RSU23882 Page 4 ACCP. CJUsers1Home\Dropbox\Duct Lahouts\Melnyk Res.rup Calc=MJ8 Front Door faces.NE Manual S Compliance Report �°� wrightsoft Date: Apr 09,2019 Owner Suite 3 By. Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 VVpb wwwavalonaccom License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Cooling Equipment Design Conditions Outdoor design DB: 92.8°F Sensible gain: 15043 Btuh Entering coil DB: 78.6°F Outdoor design WB: 77.3°F Latent gain: 5202 Btuh Entering coil VVB: 64.0°F Indoor design DB: 75.0°F Total gain: 20245 Blah Indoor RH: 50% Estimated airflow: 773 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140241 K+ARUF25B14A Actual airflow: 773 cfm Sensible capacity: 18191 Btuh 121%of load Latent capacity: 4030 Btuh 77%of load Total capacity: 22221 Blah 110%of load SHR: 82% Heating Equipment Design Conditions Outdoor design DB: 31.8°F Heat loss: 16230 Btuh Entering coil DB: 69.2°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Goodman Mfg. Model: GSZ140241 K+ARUF25B14A Actual airflow: 773 cfm Output capacity: 23200 Btuh 143%of load Capacity balance: 26 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 773 cfrn Output capacity: 4.7 kW 98%of load Temp.rise: 50 °F Meets all requirements ofACCA Manual S. Wrgft" 2019-Apr-09 12:37 02 »,�,1:l,,„ ,„.,,htso.m., ft,. RightSuite®Universal 2019 19 0 04 RSU23882 Page 5 ACCA c\Users1Home\Dropbox\DudLayouts\MelnykRes.rup Calc=MJ8 Front Door faces NE t ProjectJob: wrightsoft�' � Summary Date: Apr os,2019 . Bonus Room BY: Avalon Heating and Air 3665 Spnng Park Ra Jacksonville,FL 32207 Phone 9042451818 Web wnmavalonac(rom License CMC1249968 Pro'ect Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Notes: Desi• n Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 52 gr./lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 8558 Btuh Structure 6931 Btuh Ducts 2412 Btuh Ducts 2914 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 10970 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 11551 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 2089 Btuh Ducts 647 Btuh Central vent(0 cfm) 0 Btuh Heating Coding (none) Area(ft2) 741 741 Equipment latent load 2736 Btuh Volume(1t3) 8892 8892 Air changes/hour 0.25 0.13 Equipment Total Load(Sen+Lat) 14287 Btuh Equiv.AVF(cfm) 37 19 Req.total capacity at 0.70 SHR 1.4 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140191A Gond GSZ140191A AHRI ref 201680496 Coil ARUF25B14A AHRI ref 201680496 Efficiency 8.2 HSPF Efficiency 11.5 EER,14 SEER Heating input Sensible cooling 12180 Btuh Heating output 18000 Btuh @ 47°F Latent cooling 5220 Btuh Temperature rise 28 °F Total cooling 17400 Btuh Actual air flow 580 cfm Actual air flow 580 cfm Air flow factor 0.053 cfm/Btuh Air flow factor 0.059 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point=22°F Backup: Input=3 kW, Output=10004 Btuh,100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. �"� wrightsoft 2019-Apr-09 1237 02 .,,,..,...,..,.....,...._-.-.....w... RaghtSuite®Universal 201919004 RSU23882 Page 1 AC C:\UsersWome\Dropbox\Duct Layc uts Melnyk Res rup Calc=MJ8 Front Door faces NE Project SummaryDoi: wrightsoft Date: Apr 09,2019 First Floor BY Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 Web wwvavalonaccom License CMC1249968 Pro'ect Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Notes: Desi•n Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 52 grub Heating Summary Sensible Cooling Equipment Load Sizing Structure 13207 Btuh Structure 20184 Btuh Ducts 11102 Btuh Ducts 13337 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 2799 Btuh Piping 0 Btuh Equipment load 24309 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 36319 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 7471 Btuh Ducts 3369 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ftp) 1742 1742 Equipment latent load 10840 Btuh Volume OF) 15678 15678 Air changes/hour 0.10 0.05 Equipment Total Load(Sen+Lat) 47160 Btuh Equiv.AVF(cfm) 25 13 Req.total capacity at 0.70 SHR 4.3 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140601 K Cond GSZ140601 K AHRI ref 201652594 Coil ASPT61 D14A AHRI ref 201652594 Efficiency 8.5 HSPF Efficiency 11.5 EER,14 SEER Heating input Sensible cooling 39550 Btuh Heating output 59000 Btuh @ 47°F Latent cooling 16950 Btuh Temperature rise 29 °F Total cooling 56500 Btuh Actual air flow 1883 cfm Actual air flow 1883 cfm Air flow factor 0.077 cfm/Btuh Air flow factor 0.056 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.77 Capacity balance point=10°F Backup: Input=6 kW, Output=21102 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2019-Apr-0912:37.02 I ghtSuite®Universal201919.0.04RSU23882 Page 2 C UsersWome\Dropbox\Cud Layouts\MelnykRes.rup Calc=MJ8 Front Door faces:NE • Pro Project SummaryJoh: - ' wrightsoft'" Dace: Apr os,2019 Master 1st Fl BY Avalon Heating and Air 3665 Spnng Park Rd.Jacksonville FL 32207 Phone 9042451818 Web wwwavalonac com License CMC1249968 Pro'ect Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Notes: Desi• n Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 52 gr./lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 15260 Btuh Structure 10017 Btuh Ducts 3856 Btuh Ducts 4741 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfrn) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 19116 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16464 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 2193 Btuh Ducts 1094 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1373 1373 Equipment latent load 3288 Btuh Volume(ft3) 12355 12355 Air changes/hour 0.15 0.08 Equipment Total Load(Sen+Lat) 19752 Btuh Equiv.AVF(cfm) 32 17 Req.total capacity at 0.70 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140251A Cond GSZ140251A AHRI ref 201680699 Coil ARUF29B14A AHRI ref 201680699 Efficiency 8.2 HSPF Efficiency 11.5 EER,14 SEER Heating input Sensible cooling 16240 Btuh Heating output 23200 Btuh @ 47°F Latent cooling 6960 Btuh Temperature rise 27 °F Total cooling 23200 Btuh Actual air flow 773 cfm Actual air flow 773 cfrn Air flow factor 0.040 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point=28°F Backup:n/a n/a Input=0 kVV, Output=0 Btuh,100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. -141- wrightsoft` 2019-Apr-0912:37:02 t Rght-Suite®Universal 201919004 RSU23882 Page 3 jetK C\UsersWome\Dropbox\DuctLayoutsWlelnykRes rup Calc=MJ8 Front Door faces NE Project Summary Date: Apr 09,2019 wrightsoft° Owner Suite 2nd F Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 VVeb wwwavalonaccom License CMC1249968 Pro'ect Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Notes: Desi• n Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 52 grub Heating Summary Sensible Cooling Equipment Load Sizing Structure 13105 Btuh Structure 13604 Btuh Ducts 3708 Btuh Ducts 4572 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 16813 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 19882 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 2999 Btuh Ducts 1018 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 896 896 Equipment latent load 4017 Btuh Volume(ft3) 10752 10752 Air changes/hour 0.27 0.14 Equipment Total Load(Sen+Lat) 23899 Btuh Equiv.AVF(cfm) 48 25 Req.total capacity at 0.70 SHR 2.4 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140301 K Cond GSZ140301 K AHRI ref 201642081 Coil ARUF31B14A AHRI ref 201642081 Efficiency 8.2 HSPF Efficiency 12.0 EER,14 SEER Heating input Sensible cooling 19600 Btuh Heating output 27800 Btuh @ 47°F Latent cooling 8400 Btuh Temperature rise 27 °F Total cooling 28000 Btuh Actual air flow 933 cfm Actual air flow 933 cfm Air flow factor 0.055 cfm/Btuh Air flow factor 0.051 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point=21 °F Backup: Input=5 kW, Output=15998 Btuh,100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t - wrighc f tst" 2019-Apr-0912:3702 RghtSuite®Universal 201919 0.04 RSU23882 Page 4 AC Pk CUJsersWomeCropbox\DudLayoutsWtelnykRes.rup Calc=MJ8 Front Door Faces:NE • • J°bPro Project - wrightsoft° Summary o�te: Apr os,2019 Owner Suite 3 Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 Web wwwavalonac com License CMC1249968 Pro'ect Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Notes: Desi•n Information Weather: Jacksonville,FL,US Winter Design Conditions Summer Design Conditions Outside db 32 °F Outside db 93 °F Inside db 70 °F Inside db 75 °F Design TD 38 °F Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 52 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 13340 Btuh Structure 9742 Btuh Ducts 2890 Btuh Ducts 3595 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipment load 16230 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipmentsensible load 15043 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi-tight Fireplaces 0 Structure 4406 Btuh Ducts 796 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(f 2) 754 754 Equipment latent load 5202 Btuh Volume(ft3) 9048 9048 Air changes/hour 0.25 0.13 Equipment Total Load(Sen+Lat) 20245 Btuh Equiv.AVF(cfm) 38 20 Req.total capacity at 0.70 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ140241 K Cond GSZ140241 K AHRI ref 201640478 Coil ARUF25B14A AHRI ref 201640478 Efficiency 8.2 HSPF Efficiency 11.5 EER,14 SEER Heating input Sensible cooling 16240 Btuh Heating output 23200 Btuh @ 47°F Latent cooling 6960 Btuh Temperature rise 27 °F Total cooling 23200 Btuh Actual air flow 773 cfm Actual air flow 773 cfm Air flow factor 0.048 cfm/Btuh Air flow factor 0.058 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.74 Capacity balance point=26°F Backup: Input=5 kW, Output=15897 Btuh,100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. - wrightsoft" 2019-Apr-09123702 �- RghtSuite®Universal 2019 19.0.04 RSU23882 Page 5 ACCP. CWsersWome\DropboxCuctLayouts\MelnykRes.rup Calc=MJS Front Door faces NE Level 1 Hers Master Bedroom 4:2."p� 11229r:r Batn ��l cin Fis 1��--ff�� w 219cfn 11 t w I 122:11e �i ' ., 1.,. Rb6rn5 3 sin 1 i C'-• aero ' 221cfi I Room om._g„, C_,... r °3224otn 893 An Goff Cart 11 di, her Q'.tgocfn �I Kitchen 0- ,t I pilin�g-r!- �gs 15 -:.a.,. n. ""231ein -��ltM-L, 4 4g--I'26efn �'t29em t ,, Butler Pantry v ndY ,'+s, ,, -- 'r`�182cfn'''' I 77 i1 , 1I.274cfn .. -_.-_ Pool Bath Job #: Avalon Heating and Air Scale: 1 : 148 Performed for: Page 1 Ossi Homes 3665 Spring Park Rd Right-Suite®Universal 2019 Melnyk Residence Jacksonville, FL 32207 19004 RSU23882 Atlantic Beach,FL 32223 Phone: 9042451818 2019-Apr-09 12:38:01 www.avalonac.com ...pbox\Duct Layouts\Melrtyk Res.rup . N ,* Level 2 I Bath u "'-:,'-,Z.--..„ Bedroom 1 Owner Suite 2 '' ''•, 4' an ,<.,,,,,...-- ,r ex trin C 77Ctn .��.` �7 79.in fir'' tsa 4 4, Gallery / ,7 Bndge 1 ., lii F 6 177 cin it_ -._ ------ - � Y Halla I m C 3 7 an , '' r-z, Roan.;?'' „",.«- ,': Duct System Summary Job:W I'IghtSoft Date: Apr 09. 2019 Bonus Room By. Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 Web wwvavalonaccom License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach.FL 32223 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.32 in H2O 0.32 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply/return available pressure 0.202/0.078 in H2O 0.202/0.078 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100ft Actual air flow 580 cirri 580 ufm Total effective length(TEL) 139 ft Supply Branch Detail Table Design Htg Clg Design Diam H x VV Duct Actual Ftg.Eqv Name (Btuh) (cfrn) (cfrn) FR (in) (in) Matl Ln(ft) Ln (ft) Trunk Bon Bath h 1207 64 50 0.273 5.0 Ox 0 VIFx 4.1 70.0 Bonus c 3444 182 203 0.229 8.0 Ox 0 VIFx 18.4 70.0 Bonus-A c 3444 182 203 0.232 8.0 Ox 0 VIFx 17.1 70.0 Room33 h 1016 54 44 0.244 5.0 Ox 0 VIFx 13.0 70.0 Stairs/OTB h 1876 99 81 0.202 6.0 Ox 0 VIFx 30.3 70.0 Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfrn) (cfrn) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk • rb7 Ox 0 580 580 38.6 0.202 543 14.0 Ox 0 VIFx wrightsoft. 2019-Apr-09123702 ^ .. Right-Suite®Universal 2019 19004 RSU23882 Page 1 ACCN C\UsersWome\Dropbox\Duct Layouts\Melnyk Res.rup Calc=MJ8 Front Door faces:NE Duct System Summary �°� - W I'Ightsoft' yDate: Apr 09,2019 • First Floor Avalon Heating and Air 3665 Spnng Park Rd Jacksonville FL 32207 Phone 9042451818 Web wwwavalonac com License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.32 in H2O 0.32 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply/return available pressure 0.203/0.077 in H2O 0.203/0.077 in H2O Lowest fiction rate 0.117 in/100ft 0.117 in/100ft Actual air flow 1883 cfm 1883 cfm Total effective length(TEL) 239 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfrn) (cfm) FR (in) (in) Matt Ln(ft) Ln(ft) Trunk Butler Pantry c 2244 116 126 0.159 7.0 Ox 0 VIFx 33.1 95.0 st2 Butler Pantry-A c 2244 116 126 0.170 7.0 Ox 0 VIFx 24.4 95.0 st2 Dining h 2836 220 145 0.123 8.0 Ox 0 VIFx 45.2 120.0 st5 Dining-A h 2836 220 145 0.126 8.0 Ox 0 VIFx 41.8 120.0 st5 Great Room c 3991 186 224 0.120 9.0 Ox 0 VIFx 49.1 120.0 st4 Great Room-A c 3990 186 224 0.117 9.0 Ox 0 VIFx 54.0 120.0 st4 Great Room-B c 3990 186 224 0.120 9.0 Ox 0 VIFx 50.2 120.0 st4 Great Room-C c 3990 186 224 0.121 9.0 Ox 0 VIFx 48.7 120.0 st4 Kitchen c 3461 10 194 0.164 8.0 Ox 0 VIFx 28.7 95.0 st2 Laundry c 3247 177 182 0.165 8.0 Ox 0 VIFx 28.1 95.0 st2 Pool Bath h 3539 274 61 0.120 5.0 Ox 0 VIFx 50.0 120.0 st5 Powder h 105 8 7 0.171 4.0 Ox 0 VIFx 23.8 95.0 st2 Supply Trunk Detail Table Trunk Htg Cig Design Veloc Diam H x W Duct Name Type (cfrn) (cfm) FR (fpm) (in) (in) Material Trunk st4 PeakAVF 744 896 0.117 507 18.0 0 x 0 VinIFIx st2 st5 PeakAVF 713 350 0.120 511 16.0 0 x 0 VinIFIx st2 st2 PeakAVF 1883 1883 0.117 599 24.0 0 x 0 VinIFIx w rightsoft 2019-Apr-09 12 37 02 FaghtSuite®Universal 2019 19.0.04 RSU23882 Page 2 ACC C.\UsersWome\Cropbox\DudLayouts'Melnyk Res rup Calc=MJ8 Front Door faces NE • Return Branch Detail Table Grille Htg Clg TEL Design Veloc Dam H x W Stud/Joist Duct Name Size(in) , (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb2 Ox 0 1883 1883 65.5 0.117 713 22.0 Ox 0 VIFx wrightsoft- 2019-Apr-09 12 37 02 ..� F�ghtSwte®Unwersa1201919.0.04 RSU23882 Page 3 ACC C\Users\Home\Dropbox\DuctLayouts\MelnykResign Calc=MJ8 Front Door faces NE -Fig- Duct System Summary Job: Date: Apr 09,2019 • Master 1st Fl By: Avalon Heating and Air 3665 Spnng Park Rd Jadcsonvdle FL 32207 Phone 9042451818 VVeb wwwavalonac com License CMC1249963 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.32 in H2O 0.32 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply/return available pressure 0.140/0.140 in H2O 0.140/0.140 in H2O Lowest friction rate 0.159 in/100ft 0.159 in/100ft Actual air flow 773 cfm 773 cfm Total effective length(TEL) 176 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfrn) (cfm) FR (in) (in) Mall Ln(ft) Ln(ft) Trunk Hers h 1883 76 52 0.219 6.0 Ox 0 VIFx 33.0 95.0 st1 His h 5427 219 152 0.185 8.0 Ox 0 VIFx 56.6 95.0 st1 Master Bath h 2985 121 87 0.159 7.0 Ox 0 VIFx 40.8 135.0 st3 Master Bedroom c 4330 148 227 0.191 9.0 Ox 0 VIFx 51.5 95.0 st1 Master Bedroom-A c 4330 148 227 0.202 9.0 Ox 0 VIFx 43.6 95.0 st1 fdom5 h 1479 60 29 0.163 5.0 Ox 0 VIFx 36.7 135.0 st3 Supply Trunk Detail Table Trunk Htg ag Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 PeakAVF 773 773 0.159 554 16.0 0 x 0 VinlFlx st3 PeakAVF 181 116 0.159 517 8.0 0 x 0 VinIFIx st1 Return Branch Detail Table Grille Htg ag TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mal Trunk • rb4 Ox 0 773 773 0 0 0 0 Ox 0 VIFx wrightsoft° 2019-Apr-0912.37 02 tetfia- . ,u.,.,..,,,..,„.„,,...,_,w.,, I ghtSuite®Universal201919.0.04RSU23882 Page 4 ACCA CtUsers\Home\Dropbox\DuctLayoufa\MelnykRes.rup Calc=MJ8 Front Door faces NE Duct System Summary �°� wrightsoft Y Date: Apr 09,2019 Owner Suite 2nd F By Avalon Heating and Air 3665 Spnng Park Rd,Jacksonville,FL 32207 Phone.9042451818 Web wwvavalonaccorn License CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.32 in H2O 0.32 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply/return available pressure 0.140/0.140 in H2O 0.140/0.140 in H2O Lowest fiction rate 0.280 in/100ft 0.280 in/100ft Actual air flow 933 cfm 933 cfm Total effective length(TEL) 100 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Mall Ln(ft) Ln(ft) Trunk Bath h 586 33 23 0.378 4.0 Ox 0 VIFx 4.0 70.0 Bedroom 1 c 3549 175 182 0.350 8.0 Ox 0 VIFx 10.0 70.0 Bndge h 1364 76 44 0.344 5.0 Ox 0 VIFx 11.4 70.0 Gallery c 3444 146 177 0.280 8.0 Ox 0 VIFx 30.0 70.0 Gallery-A c 3444 146 177 0.292 8.0 Ox 0 VIFx 26.0 70.0 Halle c 1002 30 51 0.377 4.0 Ox 0 VIFx 4.2 70.0 Owner Suite 2 h 2947 164 139 0.339 8.0 Ox 0 VIFx 12.5 70.0 Owner Suite 2-A h 2947 163 139 0.345 8.0 Ox 0 VIFx 11.2 70.0 Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mat Trunk rb5 Ox 0 933 933 0 0 0 0 Ox 0 VIFx wrightsoft- 2019-Apr-09 12 3702 ,,,,,„...,,,,,,,,,,,,,..., ..,„„, RghtSwte®Universal 2019 19.0.04 RSU23882 Page 5 ACC CWsersWome'Dropbox\Dud Layouts\Melnyk Res rup Calc=MJ8 Front Door faces.NE 4+- wrightsoft Ducts stem Summary Job: Date: Apr 09,2019 Owner Suite 3 By. Avalon Heating and Air 3665 Spnng Park Rd.Jacksonville FL 32207 Phone 9042451818 Ofeb wwwavalonac.com License.CMC1249968 Project Information For: Ossi Homes Melnyk Residence,Atlantic Beach,FL 32223 Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.60 in H2O 0.60 in H2O Supply/return available pressure 0.400/0.200 in H2O 0.400/0.200 in H2O Lowest fiction rate 0.396 in/100ft 0.396 in/100ft Actual air flow 773 cfm 773 cfm Total effective length(TEL) 151 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Bath3 h 404 19 19 0.539 4.0 Ox 0 VIFx 4.1 70.0 Hall h 467 22 21 0.547 4.0 Ox 0 VIFx 3.0 70.0 Laundry 2 c 1384 45 80 0.518 5.0 Ox 0 VIFx 7.1 70.0 Office h 4179 199 175 0.410 8.0 Ox 0 VIFx 27.5 70.0 Office-A h 4179 199 175 0.396 8.0 Ox 0 VIFx 30.9 70.0 Studio c 2419 131 140 0.453 7.0 Ox 0 VIFx 18.2 70.0 Studio-A c 2419 131 140 0.448 7.0 Ox 0 VIFx 19.2 70.0 WC h 529 25 22 0.499 4.0 Ox 0 VIFx 10.0 70.0 Return Branch Detail Table Grille Htg ag TEL Design Veloc Diam ' H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mall Trunk rb10 Ox 0 286 296 50.6 0.396 542 10.0 Ox 0 VIFx rb9 Ox 0 487 477 42.1 0.476 456 14.0 Ox 0 VIFx wrightsoft° 2019-Apr-09 12 37 02 �t ..,..,,..,.,,,,_,,,..,„,., Right-Suite®Universal 2019 19.0.04 RSU23882 Page 6 , AICA CAUsers\Home\Dropbox\DuctLayouts'MelnykRes.rup Calc=MJ8 Front Door faces NE ► m— I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek I t OFFICE COPY RE: 0552 - Lot 1 St. Augustine Blvd. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Ossi Devlopment Project Name: . Model: . Lot/Block: . Subdivision: . Address: Lot 1 St. Augustine Blvd., . City: Jacksonville Beach State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: JACQUELINE ROWLAND License #: 80499 Address: 13241 BARTRAM PARK BLVD, SUITE 813 City: JACKSONVILLE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Flor'• !• • • ' • - •• -: --- - 'ules. No. Seal# Truss Name Date RUSSELLROVVLAND,INC 1 T17773045 GB1 8/5/19 03241 BARTRAM PARK BLVD** 2 T1777304H /5/19 JACKSONVILLE,Ft. 32250 3 T17773047 J11 8/5/19 COICIFICATEOFAUTHORIZATIONMt.MI 4 T17773049 J 1 8/5/19 HOP DRAWING APPROVAL 5 T17773049 J1 B B 8/5/19 6 T17773050 J2 8/5/19 Review of stop drawings Is for • 7 T17773051 J2A 8/5/19 . with the design e<aN project and does not 8 T17773052 T1 8/5/19 release the delegated engineer from 9 T17773053 T1A 8/5/19 responsibility for any deviation from the requirements of the contract documents nor from the responsibility forealoms• : • „ APPROVED O APPROVEDA$NOTED SI N ) / -.• .40/14(..., NAME: ..ifinvIIMENSIIII P.E.NOS, _ yf{r� ` ,, 1 The truss drawing(s) referenced above have been pret....- Lam,/ - `` - ge. 6. vIitIN MiTek USA, Inc. under my direct supervision based on the parameters `•,`.r0 •G • •S 0../_ ,, provided by Gleckler and Sons Building Supplies. /r o r9 80 Truss Design Engineer's Name: Albani, Thomas _ / My license renewal date for the state of Florida is February 28, 2021. = '*r r.-v: / ;cc_ IMPORTANT NOTE:The seal on these truss component designs is a certification 1.O STA E OF ��` that the engineer named is licensed in the jurisdiction(s)identified and that the �' .n'•,�/ O Q�•* .: designs comply with ANSI/-PI 1. These designs are based upon parameters 0,�c<\ • O•: 1 r-? `s shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ••SS ••• %% given to MiTek or TRENCO. Any project specific information included is for MiTek's or e'i,�O N A, Oso TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the Thomas A.Albani PE No.39380 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: August 5,2019 Albani, Thomas 1 of 1 �ob I Truss I Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773045 0552 GB1 Flat 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:11 Page:1 ID:p7iTG27etcrMugYMzu9YRMygyj4-81yjLiDudKOOw8tpAeziSycbgLNRPJIrDV RCAuygyCG 0-�"�12 3-5-12 6-9-12 I 10-1-12 13-5-12 1 B 0112 3"q"p 3-4-0 3-4-0 I 3-4-0 0 -2 4x8= 2x4 a 3x10= 2x4 ii 4x8= 1 [:51 1:5111 2 c5;1 3 I/V I/V 4 12 /5 a • I/VI I o 4 l op 0 Ee 10 9 8 7 3x4= 2x4 a 5x12= 3x4= 5x12= 11-1-8 0--M112 3-4-0 I 3-4-10 I 10-1-12 I 13 4 02 01-112 0--2 Scale=1:28.7 Plate Offsets(X,Y): [1:0-4-8,0-2-0],[5:0-4-8,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.19 8 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 8 >863 180 BCLL 0.0* Rep Stress lncr NO WB 0.97 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:70 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP DSS 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.3 crushing TOP CHORD 2-0-0 oc purlins(3-7-0 max.):1-5, except capacity of 565 psi. end verticals. 7) Bearing at joint(s)10,6 considers parallel to grain value BOT CHORD Rigid ceiling directly applied or 6-0-0 oc using ANSI/TPI 1 angle to grain formula. Building bracing. designer should verify capacity of bearing surface. 6=493/0-5-12,10=493/0-5 12 8) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 10=-57(LC 8) bearing plate capable of withstanding 141 lb uplift at Max Ha Max Uplift 6=-141 (LC 9),10=-141 (LC 8) joint 10 and 141 lb2 uplift has/have]Dint 6. Max Gray 6=1306(LC 23),10=1306(LC 23) 9) desi ner mu)t r ie4loatbeen modified.Buildinge designer must review loads to verify that they are FORCES (Ib)-Maximum Compression/Maximum correct for the intended use of this truss. Tension 10)Graphical puffin representation does not depict the size TOP CHORD 1-11=-2362/233,2-11=-2362/233, or the orientation of the purlin along the top and/or, 2-3=-2362/233,3-4=-2362/233, bottom chord. 4-12=-2362/233,5-12=-2362/233, 11)Hanger(s)or other connection device(s)shall be 1-10=-1279/151,5-6=-1279/151 provided sufficient to support concentrated load(s)1038 BOT CHORD 9-10=-68/82,8-9=-426/3833,7-8=-426/3833, lb up at 6-9-12 on bottom chord. The design/selection 6-7=-27/65 of such connection device(s)is the responsibility of WEBS 5-7=-246/2543,2-9=-414/108, others. 1-9=-245/2543,3-9=-1628/696, 12)In the LOAD CASE(S)section,loads applied to the face 3-8=-624/132,3-7=-1628/696,4-7=414/109 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard Except: 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) 23) User defined(1):Lumber Increase=1.25,Plate Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Increase=1.25 Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) Uniform Loads(Ib/ft) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Vert:1-5=-118 Interior(1)3-1-12 to 13-5-12 zone;cantilever left and Concentrated Loads(Ib) right exposed;end vertical left and right exposed;C-C Vert:3=-1038 for members and forces&MWFRS for reactions shown; 24) User defined(2):Lumber Increase=1.25,Plate Lumber DOL=1.60 plate grip DOL=1.60 Increase=1.25 2) Provide adequate drainage to prevent water ponding. Uniform Loads(Ib/ft) Thomas A.Albani PE No.39380 3) Plates checked for a plus or minus 5 degree rotation Vert:6-10=-118 MiTek USA,Inc.FL Cert 6634 about its center. Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 4) This truss has been designed for a 10.0 psf bottom Vert:8=1038(F) Date: chord live load nonconcurrent with any other live loads. August 5,2019 t MINIM 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatton,storage,delivery,erection and bracing of trusses and truss systems,seeANl1/IMI Quay Climb.D35-$9 and SCSI Bolding Component 6904 Parke East Blvd. Safety Informalbrpvallable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss 1 Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773046 0552 HJ1 Diagonal Hip Girder 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:14 Page:1 ID:?Mqi??ciIIQTt1 E9b9nnFMzFaEb-OWCEB3G0hYu9PIBaPU2econAuzkELGIR87PPJfygyCC 3-8-2 I 10-5-12 6-9-10 12 NAILED 4.24(- NAILED NAILED NAILED 3 NAILED - NAILED 12 3x4a I 1 02 ' e v 0 /I Ali 4 -�1a%'1 15 5 4 14 14 13 _. 3x4= 3x4= 5x6= NAILED NAILED NAILED NAILED NAILED NAILED i 1.41 11 12 I 3-5-14 9-7-10 3-5-14 3d.4-'04 5-9-12 10-10'$I 7 Scale=1:48.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.06 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.11 5-6 >709 180 BCLL 0.0* Rep Stress Incr NO WB 0.36 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:43 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 90 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 3,295 lb uplift at joint 6 and 144 lb uplift at joint 4. 6-0-0 oc purlins. 8) "NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails BOT CHORD Rigid ceiling directly applied or 6-0-0 oc per NDS guidelines. bracing. 9) Hanger(s)or other connection device(s)shall be REACTIONS (lb/size) 3=136/Mechanical,4=-144/ provided sufficient to support concentrated load(s)137 Mechanical,6=1001/0-3-13 lb down and 38 lb up at 0-0-0,and 137 lb down and 38 Max Horiz 6=142(LC 4) lb up at 0-0-0 on bottom chord. The design/selection of Max Uplift 3=-90(LC 8),4=-144(LC 1), such connection device(s)is the responsibility of others. 6=295(LC 4) 10)In the LOAD CASE(S)section,loads applied to the face Max Gray 3=136(LC 1),4=75(LC 4),6=1001 of the truss are noted as front(F)or back(B). (LC 1) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 Tension TOP CHORD 1-10=-327/913,2-10=-320/966,2-11=-66/4, Uniform Loads(Ib/ft) 11-12=-63/0,3-12=-37/33 Vert:1-3=-54,6-7=-20,4-6=-20 Concentrated Loads(Ib) BOT CHORD 1-13=-851/314,6-13=-851/314, Vert:7=-273(F=-137,B=-137),11=61 (F=30,B=30), 6-14=-941/200,14-15=-935/203, 13=-9(F=-4,B=-4) 5-15=-929/205,4-5=-18/9 WEBS 2-6=-774/298,2-50-203/935 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf Thomas A.Albani PE No.39380 on the bottom chord in all areas where a rectangle MiTek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date: August 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10403/2016 BEFORE USE. Nu,. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Qualify Citeda,DS11-$9 and SCSI Balding Component 6904 Parke East Blvd. Safety YMormatioi available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610 Job r Truss r Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773047 0552 J1 Jack-Open 8 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:14 Page:1 ID:3iBX0VNomT1967HW_gxJ_MzFaEu-UiIcOPG 1 Rs1 h 1 vmmzBZt90JVoM9U4oEaNn9zr5ygyCB 2-6-4 I 53-7 2-6-4 2-9-3 12 6r— 3 2x4■ to z 0 I 9 a ■I 4 o � 3x4= 5x6= 2 12 2-8-0 5-3-7 2-8-0 l 2-7-7 Scale=1:32.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0* Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:19 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 5 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Refer to girder(s)for truss to truss connections. BRACING 8) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 42 lb uplift at joint 5-3-7 oc purlins. 3 and 105 lb uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc LOAD CASE(S) Standard bracing. REACTIONS (lb/size) 1=87/Mechanical,3=56/ Mechanical,4=26/Mechanical, 5=218/0-3-8 Max Horiz 1=101(LC 12) Max Uplift 3=-42(LC 12),5=-105(LC 12) Max Gray 1=87(LC 1),3=56(LC 1),4=51 (LC 3),5=218(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-116/37,2-9=-109/47,2-10=45/3, 3-10=-34/19 BOT CHORD 1-5=-99/38,4-5=-7/7 WEBS 2-5=-166/191 NOTES 1) Wind:ASCE 7-10;Vuft=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 5-2-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf Thomas A.Alberti PE No.39380 on the bottom chord in all areas where a rectangle MiTek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Cate: August 5,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MtTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANyy1M1 CuaMh Geodes,D1 19 and SCSI lWdlne Component 6904 Parke East Blvd. Safely Irlfonnallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss ' Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773048 0552 J1A Jack-Open 8 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:14 Page:1 ID:3iBX0VNomT1967HW_gxJ_MzFaEu-UiIcOPG 1 Rs1 h1 vmmzBZt9OJ W JMAh4oClaNn9zr5ygyCB 2-6-4 13-3-7 2-6-4 0.9-3 2x4 n 12 6 3 2 /i 0 0 N � 1 41 ill 0 4 3x4. 5x6 12 12 2-8-0I337I 2-8-0 0-7-7 Scale=1:30.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5-8 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight: 12 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 5 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Refer to girder(s)for truss to truss connections. BRACING 8) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 23 lb uplift at joint 3-3-7 oc purlins. 3 and 83 lb uplift at joint 5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc LOAD CASE(S) Standard bracing. REACTIONS (lb/size) 1=91/Mechanical,3=-23/ Mechanical,4=6/Mechanical, 5=165/0-3-8 Max Horiz 1=62(LC 12) Max Uplift 3=-23(LC 1),5=-83(LC 12) Max Gray 1=91(LC 1),3=13(LC 12),4=11 (LC 3),5=165(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-53/24,2-3=-27/10 BOT CHORD 1-5=-84/29,4-5=-1/1 WEBS 2-5=-131/149 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Thomas A.Albani PE No.39380 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Date: August 5,2019 hut A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek: is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVlPI1 Quality GReda,D511-$9 and SCSI Building Component 6904 Parke East Blvd. Safety MormaMonavailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 'Truss' Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773049 0552 J1 B Jack-Open 8 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:15 Page:1 ID:G8z?GhMxnzOHHSFY11jc1NygyyG-yvJ?clHfCA9Ye3KyXv46hDshgmWbpFMkbRuWOYygyCA 1-3-7 12 6 I- 2 N 1 ri 1400111..11 3 3x4 1-3-7 Scale=1:18.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 3-6 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:4 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 3 lb uplift at joint BOT CHORD 2x4 SP No.2 1,1 lb uplift at joint 3 and 22 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=47/Mechanical,2=30/ Mechanical,3=17/Mechanical Max Horiz 1=25(LC 12) Max Uplift 1=-3(LC 12),2=-22(LC 12),3=-1 (LC 12) Max Gray 1=47(LC 1),2=30(LC 1),3=23 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-20/11 BOT CHORD 1-3=-32/14 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Thomas A.Albani PE No.39380 5) Refer to girder(s)for truss to truss connections. MiTek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: August 5,2019 � 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Cdteda,DSB-09 and SCSI Bolding Component 6904 Parke East Blvd. Safety k formatlonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss' Truss Type • Qty Ply Lot 1 St.Augustine Blvd. 0552 J2 Jack-Open 2 1 T17773050 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:15 Page:1 ID:3IBXOVNomT1967H W_gxJ_MzFaEu-yvJ?clHfCA9Ye3KyXv46hDsdHmTtpEAkbRu W OYygyCA 2-7-12 7-6-0 2-7-12 4-10-4 3 hI 6112 3x4 2 10 Q V 1 s4 orlini 3x4 0' 2 2x4= 5x6= 12 2-9-8 I 2-9-8 6-11-6 I7-6-0 4-1-14 6-6-1d Scale=1:33.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:32 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 79 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 3,61 lb uplift at joint 6 and 14 lb uplift at joint 4. 6-0-0 oc purlins. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 3=104/Mechanical,4=6/ Mechanical,6=441/0-3-8 Max Horiz 6=144(LC 12) Max Uplift 3=-79(LC 12),4=-14(LC 12), 6=-61(LC 12) Max Gray 3=104(LC 1),4=54(LC 3),6=441 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-190/163,2-10=-79/3,3-10=-72/35 BOT CHORD 1-6=-107/184,5-6=-167/60,4-5=-3/9 WEBS 2-6=-353/258,2-5=-57/160 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle Thomas A.Albani PE No.39380 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Date: August 5,2019 MINIM � I mil A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANl1/TP11 Quality Cdtedo.D3849 and SCSI Bolding Component 8904 Parke East Blvd. Safety fnlomalbmavailable from Truss Rate Institute,218 N.Lee Street,Sutte 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss' Truss Type • Qty Ply Lot 1 St.Augustine Blvd. 117773051 0552 J2A Jack-Open 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:15 Page:1 ID:3iBX0VNomT1967HW_gxJ_MzFaEu-yvJ?cIHfCA9Ye3KyXv46hDsbFmSgpD2kbRu W OYygyCA 7-6-0 2-7-12 I 4-10-4 3 hl 6p_ ' 3x4 s to cIFI < z a lid r A 1 w _A//1111111141 me 5 4 a ,i2=11111111 0 3x4= 2 2x4= 5x6= 12 2-9-B 2-9-e I 6-116 I7-g-0I 61-6-1d 4-1-14 Scale=1:33.1 Plate Offsets(X,Y): [1:0-4-0,0-0-3] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.15 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:32 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 78 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 3,122 lb uplift at joint 6 and 77 lb uplift at joint 4. 6-0-0 oc purlins. 8) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 6-0-0 oc provided sufficient to support concentrated load(s)137 bracing. lb down and 66 lb up at 0-0-0 on bottom chord. The REACTIONS (lb/size) 3=101/Mechanical,4=-74/ design/selection of such connection device(s)is the Mechanical,6=659/0-3-8 responsibility of others. Max Honz 6=144(LC 12) 9) In the LOAD CASE(S)section,loads applied to the face Max Uplift 3=-78(LC 12),4=-77(LC 21), of the truss are noted as front(F)or back(B). 6=-122(LC 12) LOAD CASE(S) Standard Max Gray 3=101 (LC 1),4=11 (LC 8),6=659 1) Dead+Roof Live(balanced):Lumber Increase=1.25, (LC 1) Plate lncrease=1.25 FORCES (Ib)-Maximum Compression/MaximumUniform Loads(lb/ft) - Vert:1-3=-54,6-7=-20,4-6=-20 Tension Concentrated Loads(lb) TOP CHORD 1-2=-322/435,2-10=-80/2,3-10=-73/34 Vert:7=-137(F) BOT CHORD 1-6=-333/300,5-6=-405/186,4-5=-13/13 WEBS 2-6=-528/343,2-5=-183/399 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A.Albani PE No.39380 4) *This truss has been designed for a live load of 20.0psf Mitek USA.Inc.FL Cert 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date, August 5,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANl1/IM1 QualM CiNda,D84/9 and ICSI Building Component 6904 Parke East Blvd. Safety lnfoanallonavallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss' Truss Type Qty Ply Lot 1 St.Augustine Blvd. T17773052 0552 T1 Hip Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:16 Page:1 ID:xOTu_Vrdp8gmfyBpCfdEXNzFaEl-R5tNp51HzTHPGDv95cbLERPmdAo_YeRtg5e4w_ygYC9 11-5-0 18-11-0 I I 2-7-12 2-7-12 I 4-10 4-10-4 I 3-11-0 I 4-610-4 I 2-7-12 Special NAILED NAILED 4x8. 4x6= 3 17 4 6 1r E I t, 3x4� 66= 3x4 2 5 0. v. 0111 --.Nffle1111111111111111111 6 co— IMIIIIIIIIIIIIII"'— 9 18 8 E2 Y b.. o 5x8= 5x8= r C0 12 3x4= 7x6. 12 Special NAILED Special 5x6= 3x4= 18-1 -0 2-9-8 I 47-7-8 10-0 I 11-3-8 3-8-0 I 4-610-0 I 2-9-8 Scale=1:39.9 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[10:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 7-8 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.27 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS .Weight:92 lb FT=20% LUMBER 5) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. "Special"indicates special hanger(s)or other BOT CHORD 2x4 SP No.2 6) 'This truss has been designed for a live load of 20.0psf connection device(s)required at location(s)shown. WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle The design/selection of such special connection BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom device(s)is the responsibility of others.This applies TOP CHORD Structural wood sheathing directly applied or chord and any other members. to all applicable truss designs in this job. 6-0-0 oc purlins,except 7) All bearings are assumed to be SP No.2 crushing 2-0-0 oc purlins(6-0-0 max.):3-4. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 8) Provide mechanical connection(by others)of truss to bracing, Except: bearing plate capable of withstanding 437 lb uplift at 8-8-2 oc bracing:8-9. joint 10 and 423 lb uplift at joint 7. 7=826/0-3-8,10=843/0-3 8 9) Graphical purlin representation does not depict the size REACTIONS (lb/size) or the orientation of the pudin along the top and/or Max Horiz10=-63(LC 9) Max Uplift 7=-423(LC 9),10=-437(LC 8) bottomchord. N 10)'NAILED'indicates Girder:3-1Od(0.148"x 3") toe-nails FORCES (lb)-Maximum Compression/Maximum per NDS guidelines. Tension 11)Hanger(s)or other connection device(s)shall be TOP CHORD 1-2=-106/418,2-3=-407/535,3-17=-273/454, provided sufficient to support concentrated load(s)154 4-17=-273/454,4-5=-377/487,5-6=-107/418 lb down and 176 lb up at 7-6-0 on top chord,and 224 lb BOT CHORD 1-10=-322/95,9-10=-403/180, up at 7-7-8,224 lb up at 11-3-8,and 137 lb down and 9-18=-466/299,8-18=-466/299, 38 lb up at 0-0-0,and 137 lb down and 38 lb up at 7-8=-402/136,6-7=-323/95 18-11-0 on bottom chord. The design/selection of such WEBS 2-10=-684/464,2-9=-498/701,3-9=-203/17, connection device(s)is the responsibility of others. 3-8=-67/76,4-8=-237/0,5-8=-474/673, 12)In the LOAD CASE(S)section,loads applied to the face 5-7=-666/440 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Vert:1-3=-54,3-4=-54,4-6=-54,10-11=-20, Cat.II;Exp B;End.,GCpi=0.18;MWFRS(envelope) 9-10=-20,8-9=-20,7-8=-20,7-14=-20 exterior zone;cantilever left and right exposed;end Concentrated Loads(Ib) vertical left and right exposed;Lumber DOL=1.60 plate Vert:3=-107(B),4=-47(B),9=99(B),8=99(B), grip DOL=1.60 11=-137(F),14=-137(F),17=-50(B),18=9(B) 3) Provide adequate drainage to prevent water ponding. Thomas A.Albani PE No.39380 4) Plates checked for a plus or minus 5 degree rotation MiTek USA.Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date. August 5,2019 11 __ a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUTM1 Quality CiMtla,DSB49 and BCD Scalding Component 6904 Parke East Blvd. So1.1y iformallonavailable from Truss Rate Institute,218 N.Lee Street,Sutte 312,Alexandria,VA 22314. Tampa,FL 33610 Job . Truss Truss Type • Qty Ply Lot 1 St.Augustine Blvd. T17773053 0552 T1A Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Aug 05 08:43:16 Page:1 I D:TpwW n9q?3giv2pcdf x6?_9zFaEJ-R5tNp51 HzTH PGDv95cbLE RPIOAmeYf W tg5e4w_ygyC9 2-7-12 I9-4-12 6 9-0 01118 16-3-4 I 2-7-12 4x6= 3 611— 17 18 3.6 s 3x6, n . 2 16 19 4 11.i 1 1 7 5 ttt E r✓ all r 6x8= IA12att 12 3x4= 5x6= 5x6= 3x4= 8-11-0 2-9-8 I 9-5-8 6-8-0 I 16-1-8 I 12-9-8 I Scale=1:40 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP • TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.13 7-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:89 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc puffins. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bearing plate capable of withstanding 158 lb uplift at bracing. joint 8 and 158 lb uplift at joint 6. REACTIONS (lb/size) 6=700/0-3-8,8=700/0-3-8 LOAD CASE(S) Standard Max Horiz 8=-79(LC 13) Max Uplift 6=-158(LC 13),8=-158(LC 12) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-141/84,2-16=-594/73,16-17=-585/82, 3-17=-506/97,3-18=-506/126, 18-19=-585/111,4-19=-594/102,4-5=-141/84 BOT CHORD 1-8=-42/125,7-8=-120/169,6-7=-92/161, 5-6=-42/125 WEBS 7-9=0/249,3-9=0/247,4-6=-596/282, 2-8=-596/281,2-9=-112/522,4-9=-115/522 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 9-5-8,Exterior(2)9-5-8 to 13-8-7,Interior (1)13-8-7 to 18-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Thomas A.Albani PE No.39330 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 5,2019 A WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. let Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN$I/IPIl Quality Cdtoda,DSS-89 and SCSI Balding Component 6904 Parke East Blvd. Safety MomraMOrgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 3/4" Center plate on Joint unless x, y I 6-4-8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-In-sixteenths. h Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. / 2. Truss bracing must be designed by an engineer.For 0- 1d' wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ c0 ILI" WEBS 0 bracing should be considered. Irillitillor O 3. Never exceed the design loading shown and never a Agel U stack materials on inadequately braced trusses. O� 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 co- cam designer,erection supervisor,property owner and plates 0 'ha"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 F> 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each a ME II This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. •Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. • PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension Is the plate 10.Camber is a non-structural consideration and is the • 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that IP Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated, Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,If no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. , I Indicates location where bearings © (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior �=� reaction section Indicates joint 2012 MITek®All Rights Reserved approval of an engineer. • III number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. =MO NMI Mu ' 18.Use of green or treated lumber may pose unacceptable y� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Ls not sufficient. BCSI: Building Component Safety Information, M lire k 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. . Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev, 10/03/2015 Job Truss Truss Type Qty Ply Melnyk 0801 HJ11 Diagonal Hip Girder 1 1 718279044 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:11 Page 1 ID:UIUk3j5n81 pW W t6uVDcG_MymOYt-dipJN3pglavWwoOFAooy7SOuYtgorFaC905Pn lyX6HY I -1-5-0 I 6-11-6 I 1-5-0 I 6-11-6 2.83 r2 3 '' 3x4= 9 m co 8 a T 2 07 I 1 �_miYiilimm• ko 10 11 4 3x4= I 6-11-6 Scale=1:33 Plate Offsets(X,Y): [2:0-2-3,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.17 4-7 >487 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.19 4-7 >434 180 BCLL 0.0* Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:23 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 130 lb uplift at BOT CHORD 2x4 SP No.2 joint 3,234 lb uplift at joint 2 and 26 lb uplift at joint 4. BRACING 8) Hanger(s)or other connection device(s)shall be TOP CHORD Structural wood sheathing directly applied or provided sufficient to support concentrated load(s)14 lb 6-0-0 oc purlins. down and 14 lb up at 1-10-3,14 lb down and 14 lb up at BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1-10-3,and 26 lb down and 39 lb up at 4-2-8,and 26 lb bracing. down and 40 lb up at 4-2-8 on top chord,and 8 lb down 14/0 4-9,3=157/Mechanical, and 3 lb up at 1-10-3,6 lb down and 4 lb up at 1-10-3, REACTIONS (lb/size) 2=3 4=31 Mechanical=1 and 10 lb down and 15 lb up at 4-2-8,and 11 lb down Max Horiz 4=698 ecLC a and 16 lb up at 4-2-8 on bottom chord. The design/ 4),3=-130(LC 8), selection of such connection device(s)is the Max Uplift 2=-234 4=-26 (LCLC 8) responsibility of others. Max Gray 4=314(LC 1),3=157(LC 1),4=96 9) In the LOAD CASE(S)section,loads applied to the face (LC 3) of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Tension Plate Increase=1.25 TOP CHORD 1-2=0/18,2-8=-127/51,8-9=-39/0,3-9=-35/29 Uniform Loads(Ib/ft) BOT CHORD 2-10=-89/114,10-11=0/0,4-11=0/0 Vert:1-3=-54,4-5=-10 NOTES Concentrated Loads(Ib) 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vert:10=-2(F=0,B=-2),11=-21 (F=-10,B=-11) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Mitek USA,Inc.FL Cert 6634 capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANfl/IPI1 Qualify Cdteda,DSI!-$9 and ICSI Building Component 6904 Parke East Blvd. Safety Informallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk TI8279045 0801 J1 Jack-Open 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:11 Page:1 I D:6NmodGa8ezHf B2j16amDloyncD R-dipJ N3pglavW woOFAooy7SOyRflOrFaC905Pn lyX6HY -2-0-8 6-0-0 2-0-8 6-0-0 412 3 11 v 8 c%? N 2 M II 1 4 3x4= 6-0-0 Scale=1:22.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.07 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.08 4-7 >868 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:22 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 112 lb uplift at joint BOT CHORD 2x4 SP No.2 3,245 lb uplift at joint 2 and 4 lb uplift at joint 4. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=319/0-5-8,3=128/Mechanical, 4=43/Mechanical Max Horiz 2=150(LC 8) Max Uplift 2=-245(LC 8),3=-112(LC 12), 4=-4(LC 12) Max Gray 2=319(LC 1),3=128(LC 1),4=79 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-8=-198/31,3-8=-61/34 BOT CHORD 2-4=-31/155 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 5-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Cdtada,081.89 and ICSI Bolding Component 6904 Parke East Blvd. Safety Ydonnaf enovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279046 0801 J2 Jack-Open 5 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:12 Page:1 ID:zBFUE2SVQiYCUrCOMzux1 vyncar-SuNiaPpl Wt1 NXyzSjW JBgfx9L3GkaigMOgryJIyX6HX -2-0-8 3-10-15 2-0-8 3-10-15 12 4 r 3 11 rn c� 8 N 1 /' 4 3x4= 3-10-15 Scale=1:21.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d • PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:15 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 64 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 224 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=263/0-5-8,3=72/Mechanical, 4=22/Mechanical Max Horiz 2=114(LC 8) Max Uplift 2=-224(LC 8),3=-64(LC 12) Max Gray 2=263(LC 1),3=72(LC 1),4=48 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/28,2-8=0/35,2-3=-191/63 BOT CHORD 2-4=-67/172 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. Mitek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTelvf connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Qualify Cdtada,DS11-89 and SCSI Building Component 6904 Parke East Blvd. Sdoty Momtallonavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279047 0801 J2A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:12 Page:1 I D:?h39cG 1 zhe4GludbKZS8lpyncCr-5 u N iaPp I W t 1 NXyzSjW JBgfxBs3FvaigMOgryJlyX6HX 3-10-15 12 4 fl 2 7 OI a) t; 1 3 2x4= 3-10-15 Scale=1:20.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0' Rep Stress[nor YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:12 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 62 lb uplift at joint BOT CHORD 2x4 SP No.2 1,75 lb uplift at joint 2 and 11 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=123/0-5-8,2=86/Mechanical, 3=37/Mechanical Max Horiz 1=67(LC 8) Max Uplift 1=-62(LC 8),2=-75(LC 8),3=-11 (LC 8) Max Gray 1=123(LC 1),2=86(LC 1),3=52 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-74/43,2-7=-40/22 BOT CHORD 1-3=-88/65 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing Mitek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1, a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality CAt.da,D3$49 and BCSI holding Component 6904 Parke East Blvd. Safety I formationavallable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 718279048 0801 J3A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industnes,Inc.Thu Oct 03 13:36:12 Page:1 I D:K93NHmV dFFBV ac5L8W U6kyyncam-SuNiaPpl W t1 NXyzSj W J BgfxDt3H?aigMOgryJlyX6HX 1-10-15 12 4 2 1 3 0141 2x4= 1-10-15 Scale=1:17.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 6 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:6 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 30 lb uplift at joint BOT CHORD 2x4 SP No.2 1,10 lb uplift at joint 3 and 33 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=61/0-5-8,2=39/Mechanical, 3=22/Mechanical Max Horiz 1=33(LC 8) Max Uplift 1=-30(LC 8),2=-33(LC 8),3=-10 (LC 8) Max Gray 1=61 (LC 1),2=39(LC 1),3=25 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-33/17 BOT CHORD 1-3=-35/26 NOTES 1) Wind:ASCE 7-10;Vutt=l30mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Galeria,DS$49 and SCSI Bolding Component 6904 Parke East Blvd. Sd.Iy IMannasanovollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279049 0801 J3C Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:13 Page:1 ID:K93NHmVdFFBVac5L8WU6kyyncam-Z4x4olgxHBAE96YeHDgQCtUNdTcEJ94VdKaWsByX6HW 1-10-15 12 4 E 2 m 1 e—. 111 1 o 3 2x4= 1-10-15 Scale=1:17.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 6 >999 180 BCLL 0.0` Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:6 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 30 lb uplift at joint BOT CHORD 2x4 SP No.2 1,10 lb uplift at joint 3 and 33 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=61/0-5-8,2=39/Mechanical, 3=22/Mechanical Max Horiz 1=33(LC 8) Max Uplift 1=-30(LC 8),2=-33(LC 8),3=-10 (LC 8) Max Gray 1=61 (LC 1),2=39(LC 1),3=25 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-33/17 BOT CHORD 1-3=-35/26 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10403/2015 BEFORE USE. '- Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSVIPI1 Quality Criteria,DS11a9 and BCSI Bolding Component 6904 Parke East Blvd. Safety bafomlatlarlavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 718279050 0801 J4 Jack-Open 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:13 Page:1 I D:aK LXO?y6ZmGe?f l4J6U rzgyfOzf-Z4x4olgxHBAE96YeHDgQCtUJSTbhJ 94VdKaW sByX6H W -2-0-8 2-6-0 2-0-8 2-6-0 12 4 r 3 rn 2 1 ►, 4 3x4= 2-6-0 Scale=1:20.4 Plate Offsets(X,Y): [2:0-1-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:11 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 28 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 223 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=234/0-5-8,3=30/Mechanical, 4=1/Mechanical Max Horiz 2=90(LC 8) Max Uplift 2=-223(LC 8),3=-28(LC 12) Max Gray 2=234(LC 1),3=30(LC 1),4=26 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-179/81 BOT CHORD 2-4=-85/174 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 2-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitck USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. Date. October 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/.015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdt•da,D51149 and BCSI Belding Component 6904 Parke East Blvd. Safely Infonnalfonavailable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801 r • 718279051 J5 Jack-Open 19 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:13 Page:1 ID:a3p6sBIRZY73T1 Upg2hsn5yfOzw-Z4x4olgxHBAE96YeHDgQCtUJ5TbqJ94VdKaWsByX6HW -2-0-8 4-0-0 2-0-8 4-0-0 12 4 r 3 cv 1 , 4 3x4= 4-0-0 Scale=1:21.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:16 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 66 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 225 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=265/0-5-8,3=75/Mechanical, 4=23/Mechanical Max Horiz 2=116(LC 8) Max Uplift 2=-225(LC 8),3=-66(LC 12) Max Gray 2=265(LC 1),3=75(LC 1),4=49 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/30,2-8=0/35,2-3=-192/61 BOT CHORD 2-4=-65/172 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 3-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. MiTek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1s'- Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVWII Quality Cdtoia,D3II49 and IICSI Bolding Component 6904 Parke East Blvd. Safety Molmatbnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Melnyk T18279052 0801 J6 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:14 Page:1 ID:Opo8NvUB_OkOhayi?gcplcyncCG-1HVS?5rZ2V15nG7grxMf140YJsyP2cJes_K3OdyX6HV 2-0-0 12 4 r 2 1 c 3 041 2x4= 2-0-0 Scale=1:17.9 l Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-6 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:6 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 32 lb uplift at joint BOT CHORD 2x4 SP No.2 1,10 lb uplift at joint 3 and 34 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=64/0-5-8,2=41/Mechanical, 3=22/Mechanical Max Horiz 1=35(LC 8) Max Uplift 1=-32(LC 8),2=-34(LC 8),3=-10 (LC 8) Max Gray 1=64(LC 1),2=41 (LC 1),3=26 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-35/18 BOT CHORD 1-3=-38/28 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing Mitek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not 1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek • is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage.delivery,erection and brocing of trusses and truss systems,seeMNSVIPII Quay Citeda.OS$a9 and SCSI Building Component 6904 Parke East Blvd. Safety l fonnotlonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T1827sos3 0801 J7 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print 8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:14 Page:1 ID:K93NHmVdFFBVac5L8W U6kyyncam-1 HVS?5rZ2V15nG7grxMf140Ugsy52cJes_K3OdyX6HV -2-0-8 1-5-7 2-0-8 1-5-7 12 4 r 3 2 til N $ �� 1 �►/ q ►t 3x4= 1-5-7 Scale=1:19.6 Plate Offsets(X,Y): [2:0-1-2,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:8 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 247 lb uplift at BRACING joint 2,25 lb uplift at joint 4 and 7 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 1-5-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=235/0-5-8,3=-7/Mechanical, 4=-25/Mechanical Max Horiz 2=72(LC 8) Max Uplift 2=-247(LC 8),3=-7(LC 1),4=-25 (LC 1) Max Gray 2=235(LC 1),3=22(LC 8),4=46 (LC 8) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-148/80 BOT CHORD 2-4=-85/156 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 1-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom Mitek USA,Inc.FL Cert 6634 chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date. October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MUTEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. Not Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see/JUL/Tell Quality Cdteda.D$549 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 718279054 0801 J8 Jack Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:15 Page:1 ID:zBFUE2SVQiYCUrCOMzuxlvyncar-VT3gDRsBooQxOQh1PetuHlZfaGHnn3Zo4e4dw4yX6HU -2-0-8 3-6-8 2-0-8 3-6-8 12 4 (- 3 11 t0 0 N _� 8 ►,1 N f) 1 4 3x4= 3-6-8 Scale=1:21.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:14 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 55 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 222 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=254/0-5-8,3=62/Mechanical, 4=17/Mechanical Max Horiz 2=108(LC 8) Max Uplift 2=-222(LC 8),3=-55(LC 12) Max Gray 2=254(LC 1),3=62(LC 1),4=42 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/22,2-8=0/35,2-3=-189/68 BOT CHORD 2-4=-72/174 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 3-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. MiTek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUIPI1 Qualify CrIti,Ia,DSe-$9 and SCSI lidding Component 6904 Parke East Blvd. Salty tnf0ana1brgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Melnyk T18279055 0801 J9 Jack-Open Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:15 Page:1 ID:?j2ErSbBdegtibvswsxCR4ynbE8-VT3gDRsBooOxOOh1 PetuHIZVCG6Tn3Zo4e4dw4yX6HU 3-6-8 12 4 r 2 • N tD 1 7 3 h 4x6= 3-6-8 Scale=1:22.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.09 3-6 >446 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.11 3-6 >363 180 BCLL 0.0* Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight: 11 lb FT=20% LUMBER 8) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 provided sufficient to support concentrated load(s)1181 BOT CHORD 2x4 SP DSS lb down and 706 lb up at 2-2-12 on bottom chord. The BRACING design/selection of such connection device(s)is the TOP CHORD Structural wood sheathing directly applied or responsibility of others. 3-6-8 oc purlins. 9) In the LOAD CASE(S)section,loads applied to the face BOT CHORD Rigid ceiling directly applied or 7-2-4 oc of the truss are noted as front(F)or back(B). bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 1=535/0-5-8,2=210/Mechanical, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 3=659/Mechanical Plate Increase=1.25 Max Horiz 1=60(LC 19) Uniform Loads(Ib/ft) Max Uplift 1=-308(LC 4),2=-145(LC 4), Vert:1-2=-54,3-4=-10 3=-382(LC 4) Concentrated Loads(Ib) FORCES (Ib)-Maximum Compression/Maximum Vert:7=-1181 (F) Tension TOP CHORD 1-2=-381/207 BOT CHORD 1-7=-226/355,3-7=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 1 SP DSS crushing capacity of 660 psi. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to Joaquin Velez PE No.68182 bearing plate capable of withstanding 308 lb uplift at Mitek USA,Inc.FL Cert 6634 joint 1,145 lb uplift at joint 2 and 382 lb uplift at joint 3. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 111. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permonent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPI1 Dual ty Cdteda,DS549 and t.CSI Building Component 6904 Parke East Blvd. Safely trdonnaMonovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279056 0801 J10 21 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:15 Page:1 I D:gFJftV x5bGalsoM pgNwFYlyf KwA-VT3gD RsBooClxOOh 1 Petu H IZcpGCIn3Zo4e4dw4yX6H U -1-11-8 6-0-8 1-11-8 6-0-8 3 6112 (2 9 8 2 Zrd II 1 M 4 3x4= 0-�-8 6-0-8 0 8 6-0-0 Scale=1:28.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.08 4-7 >945 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.09 4-7 >811 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:22 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 133 lb uplift at BRACING joint 3,162 lb uplift at joint 2 and 5 lb uplift at joint 4. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=314/0-5-8,3=131/Mechanical, 4=43/Mechanical Max Horiz 2=200(LC 12) Max Uplift 2=-162(LC 12),3=-133(LC 12), 4=-5(LC 12) Max Gray 2=314(LC 1),3=131 (LC 1),4=81 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47,2-8=-224/53,8-9=-109/30, 3-9=-100/53 BOT CHORD 2-4=-39/142 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-11-8 to 1-0-8, Interior(1)1-0-8 to 5-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. wick USA,Inc.FL Cart 6634 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. jot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSJipll Qually Criteria,D3B-59 and BCSI Belding Component 6904 Parke East Bled. Safety Ytfom7etbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279057 0801 J10A Jack-Open Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:16 Page:1 I D:Zy_I2H2 P08cds4 W Y4ppl ccyf5ef-zfcCOnspZ6Yo0aGDyM07gV 6p3gXj W W pxJ IpAS W yX6HT 6-0-0 2 co m C 3x4= Co 1 �. 6 3 3x4= HGUS26-2 6-0-0 Scale=1:26.9 Plate Offsets(X,Y): [1:0-1-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.13 3-5 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.13 3-5 >546 180 BCLL 0.0* Rep Stress lncr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:48 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x6 SP DSS 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied or 7) Bearings are assumed to be:Joint 1 SP DSS crushing 6-0-0 oc purlins. capacity of 660 psi. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Refer to girder(s)for truss to truss connections. bracing. 9) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 1=692/0-3-8,2=161/Mechanical, bearing plate capable of withstanding 464 lb uplift at 3=1171/Mechanical joint 1,155 lb uplift at joint 2 and 883 lb uplift at joint 3. Max Horiz 1=155(LC 23) 10)Beveled plate or shim required to provide full bearing Max Uplift 1=-464(LC 8),2=-155(LC 8), surface with truss chord at joint(s)1. 3=-883(LC 8) 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. FORCES (Ib)-Maximum Compression/Maximum 12)Use Simpson Strong-Tie HGUS26-2(20-10d Girder, Tension 6-10d Truss)or equivalent at 4-1-8 from the left end to TOP CHORD 1-2=-285/100 connect truss(es)to back face of bottom chord. BOT CHORD 1-6=-27/24,3-6=0/0 13)Fill all nail holes where hanger is in contact with lumber. NOTES LOAD CASE(S) Standard 1) 2-ply truss to be connected together as follows: 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Top chords connected with 10d(0.131"x3")nails as Plate Increase=1.25 follows:2x4-1 row at 0-9-0 oc. Uniform Loads(lb/ft) Bottom chords connected with 10d(0.131"x3")nails as Vert:1-2=-54,1-3=-10 follows:2x6-2 rows staggered at 0-6-0 oc. Concentrated Loads(Ib) 2) All loads are considered equally applied to all plies, Vert:6=-1643(B) except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. MiTek USA,Inc.FL Cert 6634 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS1/TPI1 Quality Criteria,DS129 and SCSI lidding Component 6904 Parke East Blvd. Safety IIiformallanavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 -- Job Truss Truss Type Qty Ply Melnyk T18279058 0801 J11 6 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:16 Page:1 I D:tH8ejV u 1f SFt 1 Lsya9Umy 1 yf L3G-zfcCQnspZ6Yo0aGDyM07gV6n2gYR W W pxJ IpASW yX6HT -2-0-0 6-0-0 2-0-0 6-0-0 3 6112 10 9 2 111 01 1 �� ►�� 4 5 3x4= 5-3-86-0-0 5-3-8 0-8-8 Scale=1:28.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.04 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.04 5-8 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:22 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi,Joint 5 SP No.2 crushing capacity of BOT CHORD 2x4 SP No.2 565 psi. BRACING 6) Refer to girder(s)for truss to truss connections. TOP CHORD Structural wood sheathing directly applied or 7) Provide mechanical connection(by others)of truss to 6-0-0 oc purlins. bearing plate capable of withstanding 129 lb uplift at BOT CHORD Rigid ceiling directly applied or 10-0-0 oc joint 3,152 lb uplift at joint 2,96 lb uplift at joint 4 and 82 bracing. lb uplift at joint 5. REACTIONS (lb/size) 2=295/0-3-8,3=123/Mechanical, LOAD CASE(S) Standard 4=-91/Mechanical,5=161/0-3-8 Max Horiz 2=199(LC 12) Max Uplift 2=-152(LC 12),3=-129(LC 12), 4=-96(LC 3),5=-82(LC 12) Max Gray 2=295(LC 1),3=123(LC 1),4=63 (LC 12),5=213(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48,2-9=-269/97,9-10=-107/26, 3-10=-97/50 BOT CHORD 2-5=-66/177,4-5=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-0 to 1-0-0, Interior(1)1-0-0 to 5-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPII Quality Cdteda,DS11-69 and SCSI Building Component 6904 Parke East Blvd. Safety ifoenatansvailable from Truss Rate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279059 0801 J12 Jack-Open 5 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:17 Page:1 ID:5K?TJLf LdhR_obGrjh uofbym 12Q-RsAbe7tRKOgfejrP W 3vMNje_b4yh Fz35YyZj?yyX6HS -2-0-0 3-10-15 2-0-0 3-10-15 12 6 3 o_ 9 a cv 111.....°°°°1• 2 8 .n1 w A� 1 ►/ 3x4 3-10-15 Scale=1:23 Plate Offsets(X,Y): [2:0-0-4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:16 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 77 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 145 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=259/0-3-8,3=75/Mechanical, 4=20/Mechanical Max Horiz 2=145(LC 12) Max Uplift 2=-145(LC 12),3=-77(LC 12) Max Gray 2=259(LC 1),3=75(LC 1),4=49 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/39,2-8=0/48,2-9=-238/84,3-9=-64/36 BOT CHORD 2-4=-86/198 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-0 to 1-0-0, Interior(1)1-0-0 to 3-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSVIPl1 Quality Cdteua,DS849 and SCSI Bolding Component 6904 Parke East Blvd. Safety BNonnallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279060 0801 J12A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:17 Page:1 I D:pBR4ksU lOfb9chcN rskcDpymOcF-RsAbe7tRKQgfejrP W 3vMNje0x4xd Fz35YyZj?yyX6HS 3-11-7 12 6 2 7 0 0 c� r? N N 1CM I' 3 2x4= 3-11-7 Scale=1:21.9 Plate Offsets(X,Y): [1:0-0-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 3-6 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:13 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 48 lb uplift at joint BRACING 1,89 lb uplift at joint 2 and 11 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 3-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=125/0-5-8,2=89/Mechanical, 3=36/Mechanical Max Horiz 1=101 (LC 12) Max Uplift 1=-48(LC 12),2=-89(LC 12), 3=-11 (LC 12) Max Gray 1=125(LC 1),2=89(LC 1),3=54 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-75/26,2-7=-66/34 BOT CHORD 1-3=-81/49 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 3-10-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE N Cart 6634 2 chord and any other members. MiTek USA,Inc.FL Cert 6904 Parke East Blvd.Tampa FL 33610 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing capacity of 565 psi. Date: October 3,2019 I M A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANA/7I1 Quality CR.da,DSI-89 and SCSI IulldYig Component 6904 Parke East Blvd. Safely YdoenaManavailoble from Truss Plate Institute,21 B N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279061 0801 J13 Jack-Open 5 1 Job Reference(optional) Gleckler and Sons Building Supplies.Jacksonville,FL-32209. Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:17 Page:1 I D:SHoM M3jTSE4HuM9p W EUzMeym 12L-RsAbe7tRKOgfejrP W 3vM Nje_b4zHFz35YyZj?yyX6H S -2-0-0 1-10-15 2-0-0 1-10-15 12 6 3 8 �1 2 `° 11 N •0 0 I„ 4 1 int 3x4= 1-10-15 Scale=1:20.8 Plate Offsets(X,Y): [2:Edge,0-0-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:10 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 146 lb uplift at BRACING joint 2,11 lb uplift at joint 4 and 18 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=226/0-3-8,3=15/Mechanical, 4=-11/Mechanical Max Horiz 2=94(LC 12) Max Uplift 2=-146(LC 12),3=-18(LC 12), 4=-11 (LC 1) Max Gray 2=226(LC 1),3=16(LC 19),4=23 (LC 16) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/48,2-8=-205/91,3-8=-15/19 BOT CHORD 2-4=-101/205 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-0 to 1-0-0, Interior(1)1-0-0 to 1-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom kink USA,Inc.FL Cert 6634 chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/73r2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Cdteda,DSS-89 and SCSI Building Cornponsnt 6904 Parke East Blvd. Safety Motmallonavailable from Truss Rate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279062 0801 J13A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:18 Page:1 ID:HO?SxCVwnzkODgBZPZGrmOymOcE-w2kzrSu35joW FtQb4mQbvwBEDUKG_QJEmcIHXOyX6HR 1-11-7 12 6E 2 0 0 1 r 1,1 3 2x4= 1-11-7 Scale=1:19.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-6 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:6 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 24 lb uplift at joint BOT CHORD 2x4 SP No.2 1,9 lb uplift at joint 3 and 41 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=62/0-5-8,2=42/Mechanical, 3=20/Mechanical Max Horiz 1=51 (LC 12) Max Uplift 1=-24(LC 12),2=-41 (LC 12),3=-9 (LC 12) Max Gray 1=62(LC 1),2=42(LC 1),3=26 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-34/16 BOT CHORD 1-3=-35/21 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/IpIl Quality Criteria,DSa-$9 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnalonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 IJob Truss Truss Type Qty Ply Melnyk T18279063 0801 J14 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:18 Page:1 I D:BC6YwD?E PoCbyZEnTxW OFpyf Kw5-w2kzrSu35joW FtQb4mC1bvwBBW UHd_PBEmcI HX0yX6H R 4-0-0 I 6-0-8 4-0-0 2-0-8 4x8= 3x612 6r 2 3 s f� r ct1 ci N N 1 M 4 5 2x4 rr 3x4= 3x4= 0-�-8 4-1-12 I 6-0-8 I 4-1-4 1-10-12 0- -8 Scale=1:27.1 Plate Offsets(X,Y): [2:0-5-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.02 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 5-8 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:27 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 7) Bearings are assumed to be:,Joint 1 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins:2-3. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 96 lb uplift at joint bracing. 1,42 lb uplift at joint 3 and 65 lb uplift at joint 4. REACTIONS (lb/size) 1=189/0-5-8,3=51/Mechanical, 10)Graphical purlin representation does not depict the size 4=137/Mechanical or the orientation of the puffin along the top and/or Max Horiz 1=108(LC 11) bottom chord. Max Uplift 1=-96(LC 12),3=-42(LC 8),4=-65 11)Gap between inside of top chord bearing and first (LC 12) diagonal or vertical web shall not exceed 0.500in. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-9=-185/140,2-9=-136/144,2-3=-49/54, 3-4=0/0 BOT CHORD 1-5=-204/165,4-5=-207/170 WEBS 2-5=-47/120,2-4=-205/254 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 4-0-0,Exterior(2)4-0-0 to 5-10-12 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 4) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Quality Cdteda,DSS89 and SCSI Building Component 6904 Parke East Blvd. Safety Mformatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 IJob Truss Truss Type Qty Ply Melnyk T18279064 0801 J15 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:19 Page:1 I D:f Pgx7Z0sA6KSajpz 1 e 1 tooyf Kw4-0 E I L2ovhs 1 wNt 1?oeUxgS8jLTte7jsLN?G2g3ryX6HQ 1-11-8 6-0-0 1-11-8 4-0-8 12 4x8= 3x6 n 6 3 2 9 Ir u, 1 r1 J _ 9 4 5 2x4= 2x4 n 4x6= 2-1-4 6-0-0 2-1-4 3-10-12 Scale=1:20.4 Plate Offsets(X,Y): [2:0-5-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:26 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) Refer to girder(s)for truss to truss connections. TOP CHORD Structural wood sheathing directly applied or 7) Provide mechanical connection(by others)of truss to 6-0-0 oc purlins, except end verticals,and bearing plate capable of withstanding 80 lb uplift at joint 2-0-0 oc puffins:2-3. 1,86 lb uplift at joint 3 and 24 lb uplift at joint 4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Graphical purlin representation does not depict the size bracing. or the orientation of the purlin along the top and/or REACTIONS (lb/size) 1=187/Mechanical,3=105/ bottom chord. Mechanical,4=82/Mechanical 9) Gap between inside of top chord bearing and first Max Honz 1=54(LC 11) diagonal or vertical web shall not exceed 0.500in. Max Uplift 1=-80(LC 12),3=-86(LC 9),4=-24 LOAD CASE(S) Standard (LC 9) Max Gray 1=187(LC 1),3=105(LC 1),4=102 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-280/264,2-9=-25/27,3-9=-25/27, 3-4=0/0 BOT CHORD 1-5=-251/238,4-5=-249/244 WEBS 2-5=0/113,2-4=-252/242 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. MiTek USA,Inc.FL Cert 6634 4) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPI1 Quality Cdteda,DS$49 and BCD Bolding Component 6904 Parke East Blvd. Safety Informatbnovailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279065 0801 J16 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:20 Page:1 ID:7Y6OfLpJNHhUYKx1 bk7_i1yfKob-OEIL2ovhs1wNt1?oeUxgS8jNiteKjthN?G2g3ryX6H0 3-1 -0 3-7-12 4-9-0 3-7-12 0-2-4 0-1 1-0 3x6 ii 4x6= 12 4r 3 2 v v T r 1 4 ►�� 5 3x4= 2x4.t. 3x4= 2-7-10 I 4-9-0 2-7-10 2-1-6 Scale=1:28.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 5-8 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-MP Weight:20 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) Bearings are assumed to be:,Joint 1 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 4-9-0 oc purlins, except end verticals,and 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins:2-3. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 83 lb uplift at joint bracing. 1,17 lb uplift at joint 3 and 75 lb uplift at joint 4. REACTIONS (lb/size) 1=147/0-3-8,3=21/Mechanical, 9) Graphical purlin representation does not depict the size 4=127/Mechanical or the orientation of the purlin along the top and/or Max Horiz 1=74(LC 11) bottom chord. Max Uplift 1=-83(LC 8),3=-17(LC 9),4=-75 10)Gap between inside of top chord bearing and first (LC 8) diagonal or vertical web shall not exceed 0.500in. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-9=-203/165,2-9=-165/168,2-3=-32/35, 3-4=0/0 BOT CHORD 1-5=-200/174,4-5=-118/91 WEBS 2-5=-115/131,2-4=-147/188 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 3-10-0,Exterior(2)3-10-0 to 4-7-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANst/TPI1 Quality Criteria,DS$-$9 and SCSI Bolding Component 6904 Parke East Blvd. Safely lifonnallonovailoble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279066 0801 J17 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:20 Page:1 ID:UIUk3j5n81 pW Wt6uVDcG_MymOYt-sRsjG8wKdL2EVBa_BBT3_LGWyHxISKoXEwnOcHyX6HP -1-0-0 I 5-0-0 1-0-0 5-0-0 12 4 I— 3 !T � M a 1 er- 11 354= 5-0-0 Scale=1:23.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:17 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 96 lb uplift at joint BOT CHORD 2x4 SP No.2 3,148 lb uplift at joint 2 and 9 lb uplift at joint 4. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=217/0-3-8,3=110/Mechanical, 4=42/Mechanical Max Horiz 2=109(LC 8) Max Uplift 2=-148(LC 8),3=-96(LC 12),4=-9 (LC 12) Max Gray 2=217(LC 1),3=110(LC 1),4=67 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-8=-67/22,3-8=-54/29 BOT CHORD 2-4=-86/86 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 4-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdteda,DS11a9 and SCSI Sodding Component 6904 Parke East Blvd. Safety I foimalbnovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. , Tampa,FL 33610 Job Truss Truss Type Oty Ply Melnyk T18279067 0801 J17A Half Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:20 Page:1 ID:UIUk3j5n81 pW W t6uVDcG_MymOYt-s RsjG8wKdL2EVBa_BBT3_LGXIHwrSKoXEwnOcHyX6HP 5-0-0 4-9-0 4-9-0 0-3-0 1.5x3 ii 12 4r 2 6 3x4= Lr) ill 1 II A. "J 3 7 8 3x4= 2x4 rr 5-0-0 Scale=1:23.7 Plate Offsets(X,Y): 11:0-3-6,Edge) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.03 3-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.04 3-5 >999 180 BCLL 0.0' Rep Stress lncr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:21 lb FT=20% LUMBER 8) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 provided sufficient to support concentrated load(s)10 lb BOT CHORD 2x6 SP No.2 down and 10 lb up at 3-10-12 on top chord,and 177 lb WEBS 2x4 SP No.3 down and 90 lb up at 1-10-12,and 117 lb down and 85 BRACING lb up at 3-10-12 on bottom chord. The design/selection TOP CHORD Structural wood sheathing directly applied or of such connection device(s)is the responsibility of 5-0-0 oc purlins, except end verticals. others. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 9) In the LOAD CASE(S)section,loads applied to the face bracing. of the truss are noted as front(F)or back(B). REACTIONS (lb/size) 1=286/0-3-8,3=310/Mechanical LOAD CASE(S) Standard Max Horiz 1=89(LC 20) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 1=-154(LC 4),3=-193(LC 8) Plate Increase=1.25 FORCES (Ib)-Maximum Compression/Maximum Uniform Loads(Ib/ft) Vert:1-2=-54,1-3=-10 Tension Concentrated Loads(Ib) TOP CHORD 1-6=-277/110,2-6=-43/26,2-3=-103/79 Vert:7=-177(B),8=-117(B) BOT CHORD 1-7=-145/252,7-8=-28/22,3-8=-28/22 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:Joint 1 SP No.2 crushing capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. Joaquin Velez PE No.68182 7) Provide mechanical connection(by others)of truss to MiTek USA,Inc.FL Cert 6634 bearing plate capable of withstanding 154 lb uplift at 6904 Parke East Blvd.Tampa FL 33610 joint 1 and 193 lb uplift at joint 3. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10W3/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see/Mg/1911 Quality Grlleda,D31149 and BCSI lidding Component 6904 Parke East Blvd. Safety Motmalbmvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk + T18279068 0801 J18 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:21 Page:1 ID:UIUk3j5n81 pW Wt6uVDcG_MymOYt-KdQ5TUwyOeA56L9AIv_IXZpkwhKdBn2gTaXx8jyX6H0 -1-0-0 2-10-15 1-0-0 2-10-15 12 4E 3 8 rn 2 c'? 1 I f o " 4 2x4 2-10-15 Scale=1:22.4 Plate Offsets(X,Y): [2:0-0-2,Edge) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:11 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 50 lb uplift at joint BRACING 3,119 lb uplift at joint 2 and 6 lb uplift at joint 4. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=155/0-3-8,3=58/Mechanical, 4=24/Mechanical Max Horiz 2=73(LC 8) Max Uplift 2=-119(LC 8),3=-50(LC 12),4=-6 (LC 12) Max Gray 2=155(LC 1),3=58(LC 1),4=37 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-8=-39/12,3-8=-27/16 BOT CHORD 2-4=-22/47 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 2-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom Mitek USA,Inc.FL Cert 6634 chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mi-7473 rev.10/73/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. Ls always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSUTPl1 Quaay Cdt.da,DS1129 and SCSI Bolding Component 6904 Parke East Blvd. Safety Molmatbnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279069 0801 J19 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:21 Page:1 ID:UIUk3j5n81 pW Wt6uVDcG_MymOYt-KdQ5TUwyOeA56L9AIv_IXZpkmhLVBn2gTaXx8jyX6HO -1-0-0 1-2-15 1-0-0 1-2-15 12 4r 3 02000111111110 1c'? 1 2x4 1-2-15 Scale=1:24 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:6 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 108 lb uplift at BOT CHORD 2x4 SP No.2 joint 2 and 11 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=115/0-3-8,3=13/Mechanical, 4=4/Mechanical Max Horiz 2=45(LC 8) Max Uplift 2=-108(LC 8),3=-11 (LC 12) Max Gray 2=115(LC 1),3=13(LC 1),4=12 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-3=-27/12 BOT CHORD 2-4=-10/20 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tat by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. Mitek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03!2015 BEFORE USE. id" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality C18eda,D5149 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnallonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T15279070 0801 J20 Jack-Open 6 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:22 Page:1 ID:3pATbdlbt_k?yMOzLkldPoymoaF-op_Uhgxa9ylykVkNJcVX4mLrd5gywDHghEGUgAyX6HN - -3-0-0 0- 12 I 5-0-0 3-0-0 0 12 4-10-4 12 4r 3 it 3x4 2 7 0 0 ao 7, ao co co 1 6 N �I 5 4 2x4 ri 3x4= 4-5-12 0 4-5-12 -6- Scale=1:32.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.03 5-6 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:29 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP DSS crushing TOP CHORD 2x4 SP DSS capacity of 660 psi. BOT CHORD 2x4 SP DSS 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 292 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 6,77 lb uplift at joint 3 and 36 lb uplift at joint 4. 5-0-0 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=74/Mechanical,4=24/ Mechanical,6=379/0-5-8 Max Horiz 6=134(LC 9) Max Uplift 3=-77(LC 12),4=-36(LC 8), 6=-292(LC 8) Max Gray 3=74(LC 1),4=72(LC 3),6=379 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-355/384,1-2=0/54,2-7=-61/19, 3-7=-53/35 BOT CHORD 5-6=-205/110,4-5=0/0 WEBS 2-5=-118/220 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 4-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf Joaquin Velez PE No.68182 on the bottom chord in all areas where a rectangle MiTek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Qualify Cdt.da,DS149 and BCSI Bolding Component 6904 Parke East Blvd. SMMNy MonnaIarravoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279071 0801 J21 Jack-Open 7 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 Mitek Industries,Inc.Thu Oct 03 13:36:22 Page:1 ID:3pATbdlbt_k?yMOzLkldPoymoaF-op_Uhgxa9ylykVkNJcVX4mLk75hywEaghEGUgAyX6HN 0-1112 -3-0-0 3 0 0 221 5 9-3 0-I-12 12 4r 3 3x4 s �( 2 N 1 O N 6 1111 .2.1 M 5 4 3x6 n 3x4= 2-10-15 2-5-13 2-5-13 5- Scale=1:30.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:20 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 298 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 6,26 lb uplift at joint 3 and 57 lb uplift at joint 4. 2-10-15 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-26/Mechanical,4=14/ Mechanical,6=355/0-5-8 Max Horiz 6=110(LC 9) Max Uplift 3=-26(LC 1),4=-57(LC 8),6=-298 (LC 8) Max Gray 3=59(LC 8),4=41 (LC 3),6=355 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-342/403,1-2=0/54,2-3=-54/36 BOT CHORD 5-6=-127/90,4-5=0/0 WEBS 2-5=-111/155 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 2-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom Mitek USA,Inc.FL Cart 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10032015 BEFORE USE. Design valid for use only with MiTeke connectors.This design Is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdt•da,D5549 and SCSI Boldly Cotnpon•nt 6904 Parke East Blvd. Safety kifoimallonovallable hom Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 1 i Truss Truss Type Qty Ply Melnyk 2 118279029 0801 FT11 Floor Girder 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 15:09:32 Page:1 ID:VeFvovZdgYvRYOb76v_A1dyINMu-97bVwz7DiEw4t_gUTvUEW?hTyTzWiAnRgXggSxyX5oJ I6-0-12 1-2-2 I 11-2-2 1 I 1-1-14 THIS TRUSS IS NOT SYMMETRIC. 1-2-2 1-2-2 PROPER ORIENTATION IS ESSENTIAL. I I I 3x10= 354= 6x8= 354= 3x4= 3x6= 354= 2x4 rr 1 2 24 3 25 4 26 5 27 28 6 29 30 7 31 8 NM n n 1 n E 9 9 9 co oc �� o 2: [ Iv == %/AEI g 9 Werne 19 21 18 22 17 23 16 15 - 13 12 11 ,, .�" 3x6= 3x4= 5x6■ 3x6= 2x4 e 4x6= 5x6= 3x4 u 354= 2x4 x 9-11-12 14-10-0 16-6-8 9-11-12 I 4-10-4 I 1-8-8 Scale=1:32.4 Plate Offsets(X,Y): [1:0-4-12,0-1-8],[5:0-3-12,0-3-0],[17:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.06 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.08 17-18 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.75 Horz(CT) 0.02 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:177 lb FT=11% LUMBER 1) 2-ply truss to be connected together with 10d 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD 2x4 SP No.2 (0.131"x3")nails as follows: Plate Increase=1.00 BOT CHORD 2x4 SP No.2 Top chords connected as follows:2x4-1 row at 0-9-0 Uniform Loads(lb/ft) WEBS 2x4 SP No.3"Except"16-5:2x4 SP No.2 oc. Vert:9-20=-10,1-24=-378,8-24=-220 BRACING Bottom chords connected as follows:2x4-1 row at Concentrated Loads(Ib) TOP CHORD Structural wood sheathing directly applied or 0-9-0 OC. Vert:5=-802,19=-386(F),15=-386(F),21=-386(F), 4-7-5 oc purlins, except end verticals. Web connected as follows:2x4-1 row at 0-9-0 oc. 22=-386(F),23=-386(F),25=-1248,26=-802, BOT CHORD Rigid ceiling directly applied or 5-11-7 oc 2) All loads are considered equally applied to all plies, 27=-26(B),28=-802,29=-26(B),30=-802,31=-802 bracing. except if noted as front(F)or back(B)face in the LOAD REACTIONS All bearings 1-8-8.except 20=Mechanical, CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), 14=04-5(input:0-3-8+bearing block) ated. (Ib)- Max Gray All reactions 250(Ib)or less at joint unlessSNo.2 otherwise ng block (s)except 9=417(LC 1),10=1340 3) 2x4 SP No.2 bearing block 12"long at jt.14 attached to (s) 4),1 4(LC 1),20=13 0 each face with 2 rows of 10d(0.131"x3")nails spaced (LC 3) 3"o.c.8 Total fasteners per block.Bearing is assumed to be SP No.2. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 4) Unbalanced floor live loads have been considered for (Ib)or less except when shown. this design. TOP CHORD 1-20=-2669/0,8-9=-440/0,1-2=-2435/0, 5) Plates checked for a plus or minus 5 degree rotation 2-24=4581/0,3-24=4581/0,3-25=-3881/0, about its center. 4-25=-3881/0,4-26=0/356,5-26=0/356, 6) Truss to be fully sheathed from one face or securely 5-27=0/2075,27-28=0/2075,6-28=0/2075, braced against lateral movement(i.e.diagonal web). 6-29=0/286,29-30=0/286,7-30=0/286 7) Gable studs spaced at 1-4-0 oc. BOT CHORD 19-21=0/3862,18-21=0/3862,18-22=0/4887, 8) Refer to girder(s)for truss to truss connections. 17-22=0/4887,17-23=0/2446,16-23=0/2446, 9) Recommend 2x6 strongbacks,on edge,spaced at 15-16=-3431/0,14-15=-3431/0, 10-00-00 oc and fastened to each truss with 3-10d 13-14=-3426/0,12-13=-3426/0,11-12=-595/0 (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 5-14=-6380/0,7-10=-1274/0,1-19=0/3138, at their outer ends or restrained by other means. 2-19=-2217/0,2-18=0/1117,3-18=-475/0, 10)CAUTION,Do not erect truss backwards. 3-17=-1575/0,4-17=0/2245,4-16=4293/0, 11)Hanger(s)or other connection device(s)shall be 5-16=0/4487,5-12=0/2053,6-12=-2424/0, provided sufficient to support concentrated load(s)26 lb 6-11=0/476,7-11=-421/0 down at 11-6-4,and 26 lb down at 13-3-12 on top NOTES chord,and 386 lb down at 1-9-4,386 lb down at 3-2-4, 386 lb down at 5-2-4,and 386 lb down at 7-2-4,and 386 lb down at 9-2-4 on bottom chord. The design/ selection of such connection device(s)is the Joaquin Velez PE No.68182 responsibility of others. MiTek LISA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 mv.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notIII a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 QuallIy Cihia,D3549 and BCSI lidding Component 6904 Parke East Blvd. Safely irMomalionavollable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job r Truss Truss Type Qty Ply Melnyk T18279030 0801 FT12 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:03 Page:1 ID:W a3BS8CRDFgN_De8a72_ayfNSV-s9KlhKitd6veyanji7t4om3ebR6gzadl Kn9_VmyX6Hg I 3-9-7 1-2- 3-9-7 , 3 7-11 1 I 3-9-78 3x4= 2x4 tt 3x10= 2x4 n El -9- fel T 8III f • f E} 0) 5 13 7 14 6 15 16 2x4 a 3x10= 2x4 a 354= 3-9-7 I 3-77-5-1 7--111 3-9-7 Scale=1:32.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.05 6-7 >999 180 BCLL 0.0' Rep Stress lncr NO WB 0.32 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:55 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.3 bearing plate capable of withstanding 254 lb uplift at WEBS 2x4 SP No.3 joint 8 and 257 lb uplift at joint 5. BRACING 8) Graphical purlin representation does not depict the size TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-4, except or the orientation of the purlin along the top and/or end verticals. bottom chord. BOT CHORD Rigid ceiling directly applied or 7-11-4 oc 9) Hanger(s)or other connection device(s)shall be bracing. provided sufficient to support concentrated load(s)35 lb REACTIONS (lb/size) 5=436/Mechanical,8=430/ down and 42 lb up at 1-9-12,35 lb down and 42 lb up at Mechanical 3-9-12,35 lb down and 42 lb up at 5-9-12,and 35 lb (LC 5) down and 42 lb up at 7-9-12,and 35 lb down and 42 lb Max Horiz 8=67 Max Uplift 5=-257(LC 5),8=-254(LC 4) up at 9-9-12 on top chord,and 19 lb down at 1-9-12, 19 lb down at 3-9-12,19 lb down at 5-9-12,and 19 lb FORCES (lb)-Maximum Compression/Maximum down at 7-9-12,and 19 lb down at 9-9-12 on bottom Tension chord. The design/selection of such connection device TOP CHORD 1-8=-399/260,1-9=-826/486,2-9=-826/486, (s)is the responsibility of others. 2-10=-826/486,3-10=-826/486,3-11=-43/43, 10) In the LOAD CASE(S)section,loads applied to the face 11-12=-43/43,4-12=-43/43,4-5=-108/90 of the truss are noted as front(F)or back(B). BOT CHORD 8-13=-75/52,7-13=-75/52,7-14=-504/826, LOAD CASE(S) Standard 6-14=-504/826,6-15=-504/826, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 15-16=-504/826,5-16=-504/826 Platelncrease=1.25 WEBS 1-7=-495/836,2-7=-240/208,3-7=-14/14, Uniform Loads(lb/ft) 3-6=0/147,3-5=-836/496 Vert:1-4=-54,5-8=-10 NOTES Concentrated Loads(Ib) 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vert:7=-13(B),2=-21 (B),9=-21 (B),10=-21 (B), Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; 11=-21 (B),12=-21 (B), 13=-13(B),14=-13(B), Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 15=-13(B),16=-13(B) exterior zone;cantilever lett and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.0psf Joaquin Velez PE No.68182 on the bottom chord in all areas where a rectangle MiTek USA,Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10M3/2015 BEFORE USE. mg Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPIl Quality Criteria.DS11a9 and SCSI Bolding Component 6904 Parke East Blvd. Safely IInlotmotlonovoilable from Truss Rate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Melnyk T18279031 0801 FT13 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:04 Page:1 ID:wtDvW M21W yvN14aR13oiOzyfNSj-KMugvgjHOQ1 VajMvGgAJLzcowgRni06AYRvX1 CyX6Hf I 4-0-15 8-0-1 I 12 1-0 4-0-1 5 3-11-3 4-0-15 3x4= 2x4 a 3x10= 2x4 ii Ej j Ei ri- f 8 I " I - O) 5 12 7 13 6 14 2x4 a 3x10= 2x4 ii 3x4= I 4-0-15 8- -1 12-1-0 4-0-15 I 3-11-30I 4-0-15 I Scale=1:32.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0' Rep Stress lncr NO WB 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:59 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.3 bearing plate capable of withstanding 273 lb uplift at WEBS 2x4 SP No.3 joint 8 and 305 lb uplift at joint 5. BRACING 8) Graphical purlin representation does not depict the size TOP CHORD 2-0-0 oc puffins(5-9-3 max.):1-4, except or the orientation of the purlin along the top and/or end verticals. bottom chord. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc 9) Hanger(s)or other connection device(s)shall be bracing. provided sufficient to support concentrated load(s)35 lb REACTIONS (lb/size) 5=520/Mechanical,8=463/ down and 42 lb up at 1-9-12,35 lb down and 42 lb up at Mechanical 3-9-12,35 lb down and 42 lb up at 5-9-12,35 lb down 4) and 42 lb up at 7-9-12,and 35 lb down and 42 lb up at Max Horiz 8=-67(LC Max Uplift 5=-305(LC 5),8=-273(LC 4) 9-9-12,and 44 lb down and 53 lb up at 11-11-4 on top chord,and 19 lb down at 1-9-12,19 lb down at 3-9-12, FORCES (Ib)-Maximum Compression/Maximum 19 lb down at 5-9-12,19 lb down at 7-9-12,and 19 lb Tension down at 9-9-12,and 33 lb down at 11-11-4 on bottom TOP CHORD 1-8=-430/280,1-9=-961/565,2-9=-961/565, chord. The design/selection of such connection device 2-10=-961/565,3-10=-961/565,3-11=-49/46, (s)is the responsibility of others. 4-11=-49/46,4-5=-154/130 10)In the LOAD CASE(S)section,loads applied to the face BOT CHORD 8-12=-77/55,7-12=-77/55,7-13=-582/960, of the truss are noted as front(F)or back(B). 6-13=-582/960,6-14=-582/960, LOAD CASE(S) Standard 5-14=-582/960 1) Dead+Roof Live(balanced):Lumber Increase=1.25, WEBS 1-7=-570/965,2-7=-259/224,3-7=-13/13, Plate Increase=1.25 3-6=0/158,3-5=-965/571 Uniform Loads(lb/ft) NOTES Vert:1-4=-54,5-8=-10 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Concentrated Loads(Ib) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Vert:4=-44(B),7=-13(B),2=-21(B),6=-13(B), Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 5=-17(B),3=-21 (B),9=-21(B),10=-21(B),11=-21 exterior zone;cantilever left and right exposed;end (B),12=-13(B),13=-13(B),14=-13(B) vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for a live load of 20.Opsf Joaquin Velez PE No.68182 on the bottom chord in all areas where a rectangle MiTek USA.Inc.FL Cert 6634 3-06-00 tall by 2-00-00 wide will fit between the bottom 6904 Parke East Blvd.Tampa FL 33610 chord and any other members. Date: October 3,2019 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.1093/1015 BEFORE USE. Ml Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPII Grrally Criteria,DS849 and ICSI Bidding Comp:mod 6904 Parke East Blvd. SdMy Illifonnallonovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk -, T18279032 0801 FT14 Roof Special Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:05 Page:1 I D:ZNM9KOZBiz?v745yzNbZLIy$NTK-oYS260kv9k9MCtx6pYhYu B8x6Em4RP I Kn5e5afyX6He I 4-10-12 4-10-12 I 4-9-0 I 4012 I 116108 12 74 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6= 2x4 s 3x10= 4x6= 1 ti 12 13 2Iii 14 15 3 16ii 1� 4 3x4, • II Il 0 II II �� I ` 5 in r �d n 10 I -71 11 ii II E II II I 9 6 9,-- 18 18 19 20 9 21 22 8 23 24 7 3x6 ii 5x8= 2x4 ii 3x10= 2x4 ii NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4-10-12 4-10-12 I 4-9-0 I 14-4-1 12-0 2-0-4 Scale=1:33 Plate Offsets(X,Y): [9:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.20 8-9 >989 180 BCLL 0.0* Rep Stress'nor NO WB 0.63 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:79 lb FT=20% LUMBER 3) Plates checked for a plus or minus 5 degree rotation TOP CHORD 2x4 SP No.2 about its center. BOT CHORD 2x4 SP No.2 4) This truss has been designed for a 10.0 psf bottom WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live loads. BRACING 5) *This truss has been designed for a live load of 20.0psf TOP CHORD Structural wood sheathing directly applied or on the bottom chord in all areas where a rectangle 6-0-0 oc purlins, except end verticals,and 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(4-2-3 max.):1-4. chord and any other members. BOT CHORD Rigid ceiling directly applied or 5-6-10 oc 6) Refer to girder(s)for truss to truss connections. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 6=638/Mechanical,10=683/ bearing plate capable of withstanding 395 lb uplift at joint 10 and 371 lb uplift at joint 6. Mechanical Max Horiz 10=-72(LC 4) 8) Graphical purlin representation does not depict the size Max Uplift 6=371 (LC 5),10=-395(LC 4) or the orientation of the purlin along the top and/or bottom chord. FORCES (Ib)-Maximum Compression/Maximum 9) •NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails Tension per NDS guidelines. TOP CHORD 1-10=-628/407,1-11=-1666/982, 10)In the LOAD CASE(S)section,loads applied to the face 11-12=-1666/982,12-13=-1666/982, of the truss are noted as front(F)or back(B). 2-13=-1666/982,2-14=-1666/982, LOAD CASE(S) Standard 14-15=-1666/982,3-15=-1666/982, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 3-16=-838/493,16-17=-838/493, Plate Increase=1.25 4-17=-838/493,4-5=-885/503,5-6=-639/368 Uniform Loads(lb/ft) BOT CHORD 10-18=-53/86,18-19=-53/86,19-20=-53/86, 9-20=-53/86,9-21=-1125/1929, Vert:1-4=-54,4-5=-54,6-10=-10 21-22=-1125/1929,8-22=-1125/1929, Concentrated Loads(Ib) 8-23=-1125/1929,23-24=-1125/1929, Vert:4=-21 (B),7=-13(B),11=-39(B),12=-21 (B), 7-24=-1125/1929,6-7=-25/24 13=-21 (B),14=-21 (B),15=-21 (B),16=-21 (B), WEBS 1-9=-961/1647,2-9=-311/269,3-9=-274/173, 17=-21(B),18=-16(B),19=-13(B),20=-13(B), 3-8=0/184,3-7=-1135/673,4-7=0/137, 21=-13(B),22=-13(B),23=-13(B),24=-13(B) 5-7=-496/877 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) Joaquin Velez PE No.68182 exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate MiTek USA,Inc.FL Cert 6634 grip DOL=1.60 6904 Parke East Blvd.Tampa FL 33610 2) Provide adequate drainage to prevent water ponding. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10/03/2015 BEFORE USE. iii. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS/IPI1 Quality CMala.DSS-59 and SCSI Balding Component 6904 Parke East Blvd. Safely Inlo,malionovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279033 0801 •FT15 Flat Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:06 Page:1 ID:5vGLYtLvxRkSzJjUwbGKcyyfNTc-oYS260kv9k9MCtx6pYhYuB8zhEt_RVUKn5e5afyX6He 4-1-12 I 8-3-8 4-1-12 4-1-12 NAILED NAILED NAILED NAILED 4x6= 2x4 ii 4x6= 7 8 9 10 in , I II II II II e 6 n n n n 94 11 12 5 13 14 2x4 ii 4x8= 2x4 n NAILED NAILED NAILED NAILED 4-1-12 I 8-3-8 4-1-12 4-1-12 Scale=1:30.6 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.04 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.04 5 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.23 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:45 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 168 lb uplift at BOT CHORD 2x6 SP No.2 joint 6 and 159 lb uplift at joint 4. WEBS 2x4 SP No.3 8) Graphical purlin representation does not depict the size BRACING or the orientation of the purlin along the top and/or TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-3, except bottom chord. end verticals. 9) "NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails BOT CHORD Rigid ceiling directly applied or 10-0-0 oc per NDS guidelines. bracing. 10)In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 4=250/Mechanical,6=266/ of the truss are noted as front(F)or back(B). Mechanical LOAD CASE(S) Standard Max Horiz 6=-38(LC 6) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 4=-159(LC 5),6=-168(LC 4) Plate Increase=1.25 FORCES (Ib)-Maximum Compression/Maximum Uniform Loads(lb/ft) Tension Vert:1-3=-54,4-6=-10 TOP CHORD 1-6=-208/147,1-7=-597/373,7-8=-597/373, Concentrated Loads(Ib) 2-8=-597/373,2-9=-597/373,9-10=-597/373, Vert:7=-2(B),11=-16(B),12=4(B),13=4(B),14=4 3-10=-597/373,3-4=-207/148 (B) BOT CHORD 6-11=-33/30,11-12=-33/30,5-12=-33/30, 5-13=-14/11,13-14=-14/11,4-14=-14/11 WEBS 1-5=-389/608,2-5=-253/211,3-5=-389/608 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. NMIDesign valid for use only with Mitek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSVIPl1 Quality Criteria,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infolmallonavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. , Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279034 0801 HJ1 Jack-Open Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:06 Page:1 ID:TtdXpc2cSyC7N2CnuGzNgOyncCq-GkOQKMIYw1HDp1VINFCnQOh3se9WA?LTokOe65yX6Hd -2-10-10 4-10-9 2-10-10 4-10-9 NAILED NAILED 2.8312 3 3x4= �( 8 N rn 2 u? ml 0 1 9 4 3x4= NAILED NAILED 4-10-9 Scale=1:30.1 Plate Offsets(X,Y): [2:0-1-11,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.08 4-7 >693 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 4-7 >693 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:19 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 77 lb uplift at joint BOT CHORD 2x4 SP No.2 3,331 lb uplift at joint 2 and 28 lb uplift at joint 4. BRACING 8) "NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails TOP CHORD Structural wood sheathing directly applied or per NDS guidelines. 4-10-9 oc purlins. 9) In the LOAD CASE(S)section,loads applied to the face BOT CHORD Rigid ceiling directly applied or 10-0-0 oc of the truss are noted as front(F)or back(B). bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 2=316/0-7-6,3=68/Mechanical, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 4=6/Mechanical Plate Increase=1.25 Max Horiz 2=106(LC 4) Uniform Loads(lb/ft) Max Uplift 2=-331 (LC 4),3=-77(LC 8),4=-28 Vert:1-3=-54,4-5=-10 (LC 19) Concentrated Loads(Ib) Max Gray 2=316(LC 1),3=68(LC 1),4=74 Vert:8=40(F=20,B=20),9=34(F=17,B=17) (LC 22) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-8=-417/281,3-8=-27/11 BOT CHORD 2-9=-282/392,4-9=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing Joaquin Velez PE NCert 6 2 capacity of 565 psi. Mitek USA,Inc.FL Cert 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/73/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSIRPIt Quality Cdt•da,DSS-59 and SCSI Bolding Component 6904 Parke East Blvd. Safety Ydormatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279035 0801 HJ2 Diagonal Hip Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 14:50:31 Page:1 ID:TtdXpc2cSyC7N2CnuGzNg0yncCq-3c89SgJW PfAzVe6B8nWgnNxT5Wc?tl_VSWxovayX648 -2-10-10 8-4-5 2-10-10 8.4-5 12 2.83 �— 3 8 it 2 7,I 1 9 4 3x6= 8-4-5 Scale=1:35.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.23 4-7 >442 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.34 4-7 >291 180 BCLL 0.0* Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:30 lb FT=20% LUMBER 7) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 provided sufficient to support concentrated load(s)9 lb BOT CHORD 2x4 SP No.2 down and 56 lb up at 5-7-7,and 9 lb down and 56 lb up BRACING at 5-7-7 on top chord,and 7 lb down at 5-7-7,and 7 lb TOP CHORD Structural wood sheathing directly applied or down at 5-7-7 on bottom chord. The design/selection of 6-0-0 oc purlins. such connection device(s)is the responsibility of others. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8) In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 2=454/0-7-6,3=1821 Mechanical, of the truss are noted as front(F)or back(B). 4=69/Mechanical LOAD CASE(S) Standard Max Horiz 2=149(LC 4) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-356(LC 4),3=-149(LC 8),4=-2 Plate Increase=1.25 (LC 8) Uniform Loads(Ib/ft) Max Gray 2=454(LC 1),3=182(LC 1),4=118 Vert:1-3=-54,4-5=-10 (LC 3) Concentrated Loads(Ib) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Vert:8=-3(F=-2,B=-2),9=-15(F=-7,B=-7) (Ib)or less except when shown. NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 149 lb uplift at joint 3,356 lb uplift at joint 2 and 2 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVlPl1 Quality Criteria,DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Ydonnaflonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss ' Truss Type Qty Ply Melnyk ` T18279036 0801 HJ3 Jack-Partial Structural Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:07 Page:1 ID:ANgyCr9CFBIbNsM6dPm3UYyfOy6-kxapXilAhLP4RB4UxzkOzcEFX2W IvSacEO7CeXyX6Hc -2-10-10 2-6-5 2-10-10 2-6-5 12 2.83 r 3 2 = 4 3x6= 2-6-5 Scale=1:19.8 Plate Offsets(X,Y): [2:0-1-11,0-0-3] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:12 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP DSS 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 6 lb uplift at joint BRACING 3,330 lb uplift at joint 2 and 17 lb uplift at joint 4. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 2-6-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=326/0-7-6,3=5/Mechanical, 4=-17/Mechanical Max Horiz 2=78(LC 8) Max Uplift 2=-330(LC 8),3=-6(LC 12),4=-17 (LC 1) Max Gray 2=326(LC 1),3=18(LC 8),4=41 (LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-650/200 BOT CHORD 2-4=-181/576 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Corner(3)-2-10-10 to 1-1-6, Exterior(2)1-1-6 to 2-5-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1O/03/2015 BEFORE USE. t- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANS TPll Qualify Cdte la,DS1149 and SCSI Bolding Component 6904 Parke East BNd. Safety Infonnalbrgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' • T18279037 0801 HJ4 Diagonal Hip Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 Mitek Industries,Inc.Thu Oct 03 13:36:07 Page:1 I D:BLHA2f aCSTktfoZ FTV IhclyncC8-kxapXi IAhLP4RB4Uxzk0zcE7v2L 1 VSacE07CeXyX6Hc I -2-10-10 2-10-10 I 8-4-5 8-4-5 12 2.83 C 3 9 ii 8 c N.- N 2 , N u1 I 1 r M (h _ 0 Z 10 11 4 3x6= 8-4-5 Scale=1:34.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.38 4-7 >262 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.47 4-7 >212 180 BCLL 0.0* Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:30 lb FT=20% LUMBER 8) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 provided sufficient to support concentrated load(s)85 lb BOT CHORD 2x4 SP No.2 down and 16 lb up at 2-9-8,17 lb down and 19 lb up at BRACING 2-9-8,and 18 lb down and 33 lb up at 5-7-7,and 34 lb TOP CHORD Structural wood sheathing directly applied. down and 56 lb up at 5-7-7 on top chord,and 34 lb BOT CHORD Rigid ceiling directly applied or 9-0-12 oc down and 13 lb up at 2-9-8,11 lb down and 16 lb up at bracing. 2-9-8,and 108 lb down and 77 lb up at 5-7-7,and 14 lb REACTIONS (lb/size) 2=493/0 7-6,3=193/Mechanical, down at 5-7-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 4=128/Mechanical Max Horiz 2=149(LC 4) 9) In the LOAD CASE(S)section,loads applied to the face Max Uplift 2=-390(LC 4),3=-157(LC 8), of the truss are noted as front(F)or back(B). 4=-47(LC 8) LOAD CASE(S) Standard Max Gray 2=493(LC 1),3=193(LC 1),4=158 (LC 3) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, .25 FORCES (Ib)-Maximum Compression/Maximum Ucrease=1 Unnfe iformmLoads(Ib/ft/ft ) Tension Vert:1-3=-54,4-5=-10 TOP CHORD 1-2=0/36,2-8=-368/69,8-9=-42/0,3-9=-41/35 Concentrated Loads(Ib) BOT CHORD 2-10=-73/315,10-11=0/0,4-11=0/0 Vert:9=-2(B),10=-11 (F),11=-115(F=-108,B=-7) NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. Joaquin Velez PE No.68182 7) Provide mechanical connection(by others)of truss to Mitek USA,Inc.FL Cart 6634 bearing plate capable of withstanding 157 lb uplift at 6904 Parke East Blvd.Tampa FL 33610 joint 3,390 lb uplift at joint 2 and 47 lb uplift at joint 4. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seenNSViPII Quality CMana,D55-$9 and ICSI Molding Component 6904 Parke East Blvd. Safety InformaNplavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, i Tampa,FL 33610 1 Job Truss Truss Type Oty Ply Melnyk T18279038 0801 HJ5 Jack-Partial 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:08 Page:1 I D:36XhuOdi9lFJ7OtOiLgdn8yncC4-C78812moSfXx3LfgV gF F V pm0 HSsOevgmT2tIAzyX6H b -2-10-10 _ 2-8-7 2-10-10 2-8-7 12 2.83 p 3 V 1 rn 2 m 1 = 4 3x6= 2-8-7 Scale=1:19.9 Plate Offsets(X,Y): [2:0-0-11,0-0-1] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:13 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP DSS 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 12 lb uplift at joint BRACING 3,326 lb uplift at joint 2 and 13 lb uplift at joint 4. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=326/0-7-6,3=12/Mechanical, 4=-13/Mechanical Max Horiz 2=80(LC 8) Max Uplift 2=-326(LC 8),3=-12(LC 12), 4=-13(LC 1) Max Gray 2=326(LC 1),3=14(LC 3),4=37 (LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-663/200 BOT CHORD 2-4=-181/585 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Corner(3)-2-10-10 to 1-1-6, Exterior(2)1-1-6 to 2-7-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. MiTek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date. October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mies®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TM1 aptly Clients,D3$-$9 and ICSI Belding Component 6904 Parke East Blvd. Safety Vdoenallonovoiloble from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279039 0801 HJ6 Diagonal Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:08 Page:1 ID:H Df9J rExfpc0m 13E03B41HymOOM-C78BI2moS1Xx3LfgVgFFVpmPdSrSeu5mT2tIAzyX6Hb 4-4-12 8-4-5 2-9-15 I 4-4-12 I 3-11-10 12 4.24 I- 4 3x4. 11 13 3 0 12 ! ch c1 o c? v 2 it 1 0 14 8 15 0 65 7 1x3 II 3x3= 3x4 s 8-4-5 4-4-12 4-4-12 I 7-5-1 3-0-5 i 5- 7;1 06 0-5-15 Scale=1:36.3 Plate Offsets(X,Y): [2:0-2-0,0-1-10] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.04 8-11 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:38 lb FT=20% LUMBER 4) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi,Joint 7 SP No.2 crushing capacity of 6-0-0 oc purlins. 565 psi. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 6) Refer to girder(s)for truss to truss connections. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=436/0-4-9,4=88/Mechanical, bearing plate capable of withstanding 91 lb uplift at joint 5=74/Mechanical,7=102/0-4-15 4,335 lb uplift at joint 2,57 lb uplift at joint 5 and 46 lb uplift at joint 7. Max Horiz 2=222(LC 22) Max Uplift 2=-335222 (LC 4),4=-91 (LC 4),5=-57 8) Hanger(s)or other connection device(s)shall be (LC 8),7=-46(LC 4) provided sufficient to support concentrated load(s)93 lb down and 18 lb up at 2-9-8,93 lb down and 18 lb up at Max Gray 2=436(LC 1),4=89(LC 19),5=84 P-9-8,and 36 lb down and 69 lb up at 5-7-7,and 36 lb (LC 35),7=119(LC 3) down and 69 lb up at 5-7-7 on top chord,and 23 lb FORCES (Ib)-Maximum Compression/Maximum down and 14 lb up at 2-9-8,23 lb down and 14 lb up at Tension 2-9-8,and 20 lb down at 5-7-7,and 20 lb down at 5-7-7 TOP CHORD 1-2=0/51,2-12=-443/133,3-12=-333/127, on bottom chord. The design/selection of such 3-13=-61/22,4-13=-36/23 connection device(s)is the responsibility of others. BOT CHORD 2-14=-222/378,8-14=-222/310, 9) In the LOAD CASE(S)section,loads applied to the face 8-15=-222/310,7-15=-222/310, of the truss are noted as front(F)or back(B). 6-7=-222/310,5-6=0/0 LOAD CASE(S) Standard WEBS 3-8=-21/143,3-6=-338/242 1) Dead+Roof Live(balanced):Lumber Increase=1.25, NOTES Plate Increase=1.25 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:1-4=-54,5-9=-10 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(Ib) exterior zone;cantilever left and right exposed;end Vert:13=-4(F=-2,B=-2),15=-12(F=-6,B=-6) vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTsk USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIt-7473 rev.1003/2015 BEFORE USE. m11- I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and brocing of trusses and truss systems,seeANSI/IPI1 Shadily Cdterla,DS6-$9 and BCSI Building Componr of 6904 Parke East Blvd. Safrely kifomlaaonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279040 0801 HJ7 Roof Special Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:09 Page:1 I D:HD19JrExfpc0m13EQ3B41Hym0OM-gJhZyOnQDyfogV Et2NmU21 JaNrBdNJ3viicljOyX6Ha 4-4-12 8-4-5 2-9-15 I 4-4-12 I 3-11-10 12 4.24 r 4 3x4 ..-.: �i 12 3 0 11 M oak c? c M IIIIIIII Tr 2 Y I' 0 1 ►� 13 7 14 65 153 II 3x3= 3x4 a 4-4-12 I 7-10-611 -4 4-4-12 3-5-10 0-5-15 Scale=1:33.5 Plate Offsets(X,Y): [2:0-2-0,0-1-10] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.04 7-10 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:38 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 92 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 4,341 lb uplift at joint 2 and 92 lb uplift at joint 5. 6-0-0 oc purlins. 8) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 10-0-0 oc provided sufficient to support concentrated load(s)93 lb bracing. down and 18 lb up at 2-9-8,93 lb down and 18 lb up at REACTIONS (lb/size) 2=449/0-4-9,4=90/Mechanical, 2-9-8,and 36 lb down and 69 lb up at 5-7-7,and 36 lb 5=161/Mechanical down and 69 lb up at 5-7-7 on top chord,and 23 lb (LC 4) down and 14 lb up at 2-9-8,23 lb down and 14 lb up at Max Horiz 2=2222-9-8,and 20 lb down at 5-7-7,and 20 lb down at 5-7-7 Max Uplift 2= (LC 4),4=-92(LC 4),5=-92 (LC 8) on bottom chord. The design/selection of such Max Gray 2=449(LC 1),4=90(LC 19),5=173 connection device(s)is the responsibility of others. (LC 3) 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension 1) Dead+Roof Live(balanced):Lumber Increase=1.25, TOP CHORD 1-2=0/51,2-11=-446/139,3-11=-382/148, Plate Increase=1.25 3-12=-61/22,4-12=-36/23 Uniform Loads(lb/ft) BOT CHORD 2-13=-241/381,7-13=-241/354, Vert:1-4=-54,5-8=-10 7-14=-241/354,6-14=-241/354,5-6=0/0 Concentrated Loads(Ib) WEBS 3-7=0/157,3-6=-386/263 Vert:12=-4(F=-2,B=-2),14=-12(F=-6,B=-6) NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 4) *This truss has been designed for a live load of 20.0psf MiTek USA,Inc.FL Cert 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date: October 3,2019 Enna A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1.01-7473 rev.16103r2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,05149 and BCSI luldinp Component 6904 Parke East Blvd. Safely Infoimallanavoilable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' • T18279041 0801 HJ8 Diagonal Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:09 Page:1 I D:HO?SxCVwnzkODgBZPZG rmOymOcE-gJhZyOnQDyfogVEt2NmU21 JfarCPNJXvi icljOyX6Ha 4-5-7 I 38- -00 4-5-7 4.2411 3 r 3x4" 12 0 2 0 of 11 ✓ c.., ,5 (4) in 1 . r c%1 i . 1i 0RN 13 7 14 iimii 54 1x3 it 6 3x3= 2x4= 8-5-0 0-0-6 7-11-1 N 4-5-7 4-5-1 I 7-3-5 2-9-14 0-0-6 0-7-13 0-5-15 Scale=1:35.3 Plate Offsets(X,Y): [1:0-0-15,Edge) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.03 7-10 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.16 Horz(CT) -0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:34 lb FT=20% LUMBER 4) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi,Joint 6 SP No.2 crushing capacity of 6-0-0 oc purlins. 565 psi. BOT CHORD Rigid ceiling directly applied or 9-10-8 oc 6) Refer to girder(s)for truss to truss connections. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 1=273/0-7-0,3=84/Mechanical, bearing plate capable of withstanding 151 lb uplift at 4=121/Mechanical,6=108/0-4-15 joint 1,86 lb uplift at joint 3,98 lb uplift at joint 4 and 55 Max Honz 1=154(LC 4) lb uplift at joint 6. Max Uplift 1=-151 (LC 4),3=-86(LC 4),4=-98 8) Hanger(s)or other connection concentrated device(s)shall be (LC 6=55 4) provided sufficient to support concentrated load(s)19 lb Max Gray 1=273C 4),(LC61),(LC 4(LC 1),4=121 down and 28 lb up at 2-10-3,93 lb down and 18 lb up at 2-10-3,and 40 lb down and 83 lb up at 5-8-2,and 36 lb (LC 1),6=122(LC 3) down and 69 lb up at 5-8-2 on top chord,and 9 lb down FORCES (Ib)-Maximum Compression/Maximum and 16 lb up at 2-10-3,23 lb down and 14 lb up at Tension 2-10-3,and 22 lb down and 24 lb up at 5-8-2,and 20 lb TOP CHORD 1-11=-470/247,2-11=-417/254,2-12=-58/27, down at 5-8-2 on bottom chord. The design/selection of 3-12=-37/21 such connection device(s)is the responsibility of others. BOT CHORD 1-13=-349/428,7-13=-349/428, 7-14=-349/428,6-14=-349/428, 9) In the LOAD CASE(S)section,loads applied to the face 5-6=-349/428,4-5=0/0 of the truss are noted as front(F)or back(B). WEBS 2-7=0/122,2-5=-467/381 LOAD CASE(S) Standard NOTES 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Plate Increase=1.25 Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Uniform Loads(Ib/ft) Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Vert:1-3=-54,4-8=-10 exterior zone;cantilever left and right exposed;end Concentrated Loads(Ib) vertical left and right exposed;Lumber DOL=1.60 plate Vert:12=-14(F=-12,B=-2),13=-9(F),14=-28 grip DOL=1.60 (F=-22,B=-6) 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 ie A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSUTPI1 Quality Cdtstla,DSS-419 and SCSI Sinding Component 6904 Parke East Blvd. Safety k formationovallable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Melnyk 118279042 0801 HJ9 Diagonal Hip Girder 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 Mitek Industries,Inc.Thu Oct 03 13:36:10 Page:1 ID:xbPzR?45xDERRzikaa6ZaeymoaB-8VFxAjo2_Gn111p3c5HjaEsohFS_6oP3xMMsFsyX6HZ I -4-2-15 0-1-12 3-9-11 6-11-6 4-2-15 0- I12 3-7-15 I 3-1-11 2.83 r 3x6u 4 5x6 3 9 > 8 o_ 2 r o r.. r- 05 cv 1 lihllkilblbb.-. 1- oN _ r 7 U I i 10 6 11 5 3x6 a 3x4= 3-9-11 I 3-1-116 Scale=1:43.2 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.10 6-7 >785 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.10 6-7 >835 180 BCLL 0.0' Rep Stress Incr NO WB 0.06 Horz(CT) 0.04 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:56 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 7 SP No.2 crushing TOP CHORD 2x8 SP DSS capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 631 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 7,189 lb uplift at joint 4 and 14 lb uplift at joint 5. 6-0-0 oc purlins, except end verticals. 8) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 10-0-0 oc provided sufficient to support concentrated load(s)506 bracing. lb down and 411 lb up at 1-4-9,506 lb down and 411 lb REACTIONS (lb/size) 4=62/Mechanical,5=6/ up at 1-4-8,and 144 lb down and 102 lb up at 4-2-8, Mechanical,7=335/0-7-6 and 144 lb down and 102 lb up at 4-2-8 on top chord, 123(LC 5) and 199 lb up at 1-4-9,199 lb up at 1-4-8,and 5 lb Max Horiz 7= down and 65 lb up at 4-2-8,and 5 lb down and 65 lb up Max Uplift 7=123 9 7=-68 (LC 4)(LC 8),5=-14(LC 19), at 4-2-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Max Gray 4=254(LC 31),5=43(LC 22), 9) In the LOAD CASE(S)section,loads applied to the face 7=840(LC 35) of the truss are noted as front(F)or back(B). FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension 1) Dead+Roof Live(balanced):Lumber Increase=1.25, TOP CHORD 2-7=-812/409,1-2=0/54,2-8=-243/119, Plate Increase=1.25 3-8=-69/27,3-9=-73/14,4-9=-68/57 Uniform Loads(lb/ft) BOT CHORD 7-10=-138/0,6-10=-138/0,6-11=0/0, Vert:1-2=-54,2-4=-54,5-7=-10 5-11=0/0 Concentrated Loads(Ib) WEBS 3-6=-356/129,2-6=0/150 Vert:8=213(F=106,B=106),9=53(F=27,B=27) NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom MiTek USA,Inc.FL Cert 6634 chord and any other members. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED Mfl EK REFERANCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. 1111 Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANS1/IPI1 Quality Cdtsed.DSI419 and ICSI Building Component 6904 Parke East Blvd. Safety IMonnatIamovallable from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job ' Truss Truss Type Qty Ply Melnyk • T18279043 0801 HJ10 Diagonal Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies.Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:10 Page:1 I D:xb PzR?45xD E RRzikaa6ZaeymOaB-BVFxAjo2_Gnf Ifp3c5HjaEsn8 FTG6oz3xMMsFsyX6HZ 6-9-42 � 2.83 r2 2 717 3x4= 6 1 o_ r; n 6 co c7 0 N 5 IJIMIIIMMISM 'i y 8 9 4 3 2x4 it 3x4= 6-9-4 6-2-1 6-2-1 I I 0-7-3 Scale=1:40.2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.28 4-5 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.25 4-5 >314 180 BCLL 0.0' Rep Stress lncr NO WB 0.02 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:32 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP DSS 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 266 lb uplift at WEBS 2x4 SP No.3 joint 5,113 lb uplift at joint 2 and 96 lb uplift at joint 3. BRACING 8) Hanger(s)or other connection device(s)shall be TOP CHORD Structural wood sheathing directly applied or provided sufficient to support concentrated load(s)77 lb 6-0-0 oc purlins, except end verticals. down and 31 lb up at 1-4-9,496 lb down and 401 lb up BOT CHORD Rigid ceiling directly applied or 10-0-0 oc at 1-4-8,and 27 lb down and 59 lb up at 4-2-8,and 144 bracing. lb down and 102 lb up at 4-2-8 on top chord,and 54 lb 3=35/ down and 60 lb up at 1-4-9,199 lb up at 1-4-8,and 6 lb REACTIONS (lb/size) 2=145/Mechanical, Mechanical,5 -3-8 down and 24 lb up at 4-2-8,and 5 lb down and 65 lb up at 4-2-8 on bottom chord. The design/selection of such Max Honz 5=100(LC 5) connection device(s)is the responsibility of others. Max Uplift 2=-113(LC 4),3=-96(LC 5), 5=-266(LC 4) 9) In the LOAD CASE(S)section,loads applied to the face Max Gray 2=163(LC 35),3=98(LC 3),5=524 of the truss are noted as front(F)or back(B). (LC 25) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Tension Plate Increase=1.25 TOP CHORD 1-5=-446/201,1-6=-173/59,6-7=-45/0, Uniform Loads(lb/ft) 2-7=-31/31 Vert:1-2=-54,3-5=-10 BOT CHORD 5-8=-76/0,8-9=-76/0,4-9=-76/0,3-4=0/0 Concentrated Loads(lb) WEBS 1-4=0/79 Vert:6=104(B),7=27(B),8=0(F),9=-3(F) NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cart 6634 5) Bearings are assumed to be:,Joint 5 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1aV3/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,notmll. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSl/tplt Quality Cdtarla,09149 and SCSI Building Component 6904 Parke East Blvd. Safely kdotmalonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279013 0801 F47 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:56 Page:1 I D:TtyM W joMcbNSvStFiC EepyyfN DX-ZpPeDxdG HzOedVkNo91 Q0HH U RcpZeTZ?jBz6IgyX6Hn 2x4 it 3x4 u 2x4 n 3x4 n 1 2 3 4 o q ao1111 cP ,Y-lil�lil�BV., i4404'i:':•:❖:❖:❖:❖:❖ 'i i ii0i O.O•O•AO•iii•O •••7 3x4 2x4 n 3x4 u 2x4 n 3-2-8 3-2-8 Scale=1:23 Plate Offsets(X,Y): [5:Edge,0-1-8],[8:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.02 Horiz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:22 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=71/3-2-8,6=92/3-2-8, 7=92/3-2-8,8=71/3-2-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-63/0,4-5=-63/0,1-2=-9/0,2-3=-9/0, 3-4=-9/0 BOT CHORD 7-8=0/9,6-7=0/9,5-6=0/9 WEBS 2-7=-85/0,3-6=-85/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANS1/lP11 Quality Cdt•da.D5549 and BCSI Melding Component 6904 Parke East Blvd. Safety Infonmallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279014 0801 F48 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:57 Page:1 ID:VeFvovZdgYvRY0b76v_A1dyfNMu-1?z1 RHeu2G9VEfJZLsYgZVpZ4075ZuHBxrigH6yX6Hm 1-1-15 3x6= 3x4= 354= 3x6= 1 2 3 4 0 9 9 w ao r 9 5 8 7 6 3x4 n 3x4= 3x4 n 3x4= 3x4 7-5-8 7-5-8 Scale=1:23.2 Plate Offsets(X,Y): [5:Edge,0-1-8],[9:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:47 lb FT=20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=396/Mechanical,9=396/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-392/0,4-5=-392/0,1-2=-244/0, 2-3=-458/0,3-4=-244/0 BOT CHORD 8-9=0/0,7-8=0/449,6-7=0/449,5-6=0/0 WEBS 1-8=0/381,2-8=-342/0,2-7=0/15,3-7=0/15, 3-6=-342/0,4-6=0/381 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s)for truss to truss connections, 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/lPI1 Quality Criteria,DMI-89 and SCSI Bolding Component - 6904 Parke East Blvd. Safety infonnallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279015 0801 F49 Floor 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print 8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:57 Page:1 ID:VeFvovZdgYvRYOb76v_A1dyfNMu-1?z1 RHeu2G9VEfJZLsYgZVpbC07hZvP8xrigH6yX6Hm 1-1-15 3x4 ri 3x4= 3x4 e 3x4= 3x4 1 2 3 4 5 e N 0 O wao g „ 8 7 3x6= 3x4= 3x4= 3x6= 7-5-8 7-5-8 Scale=1:23.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:47 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=396/Mechanical,9=396/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-38/0,5-6=-38/0,1-2=0/0,2-3=-401/0, 3-4=-401/0,4-5=0/0 BOT CHORD 8-9=0/290,7-8=0/494,6-7=0/290 WEBS 2-9=-453/0,2-8=0/185,3-8=-153/0, 3-7=-153/0,4-7=0/185,4-6=-453/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s)for truss to truss connections. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANIVI191 Quality Creech,DSI-119 and ICSI Bolding Component 6904 Parke East Blvd. lately lnfomtallon vailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279016 0801 F50 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:57 Page:1 I D:HyCwVW 2TCYZFTw8L3B75Ityf N EV-1?z 1 RHeu2G9V Ef JZLsYgZVpZv097Zv48xrigH6yX6Hm 1-1-3 1-2-3 1-1-3 I 1-1-3 3x6= 2x4 a 3x6 3x4= 3x4= 1 2 3 4 5 a o q co co 10 o� e 9 Q 7 354 s 8 III��LSSS 3x4 u 3x4= 3x6= 3x4 3-7-4 I 7-5-8 3-7-4 3-10-4 Scale=1:27.8 Plate Offsets(X,Y): [6:Edge,0-1-8],[10:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) 0.00 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:49 lb FT=20%F,11%E LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 6=174/0-2-8,8=462/0-3-8,10=158/ Mechanical Max Gray 6=184(LC 4),8=462(LC 1), 10=171 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-166/0,5-6=-180/0,1-2=-57/0, 2-3=0/77,3-4=0/77,4-5=-66/0 BOT CHORD 9-10=0/0,8-9=-3/96,7-8=0/111,6-7=0/0 WEBS 3-8=-18/0,1-9=0/92,2-9=-67/14,2-8=-255/0, 4-8=-274/0,4-7=-74/10,5-7=0/103 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Bearings are assumed to be:,Joint 8 SP No.2 crushing capacity of 565 psi,Joint 6 SP No.2 crushing capacity of 565 psi. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d 82 (0.131"X 3")nails. Strongbacks to be attached to walls MiTek Joaquin USA,Inc. NC66 at their outer ends or restrained by other means. MiTek I .FL Cart 6634 7) CAUTION,Do not erect truss backwards. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MWTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVtP11 Quality Criteria,DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Informafbmvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279017 0801 F51 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:58 Page:1 ID:_8K7AINPrrzQD3iX8M6RuZyfNE4-VCXPedeW paHMsoulva3v5iMkgOT5ILXIAVSDgZyX6Hl 1-1-15 3x6= 3x4= 3x4= 3x6= 1 2 3 4 e - e 9 9 ao m —9 \ -S a 8 7 6 3x4 tr 3x4= 3x4 n 3x4= 3x4= 7-5-8 7-5-8 Scale=1:23.2 Plate Offsets(X,Y): [5:Edge,0-1-8],[9:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:47 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=396/0-2-8,9=396/Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-392/0,4-5=-392/0,1-2=-244/0, 2-3=-458/0,3-4=-244/0 BOT CHORD 8-9=0/0,7-8=0/449,6-7=0/449,5-6=0/0 WEBS 1-8=0/381,2-8=-342/0,2-7=0/15,3-7=0/15, 3-6=-342/0,4-6=0/381 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Bearings are assumed to be:,Joint 5 SP No.2 crushing capacity of 565 psi. 3) Refer to girder(s)for truss to truss connections. 4) Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 I Ilk - — A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MuTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Cdt.Aa,DSS-$9 and SCSI lidding Component 6904 Parke East Blvd. Safety Monnallon vallable from Truss Plate Institute.218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279018 0801 F52 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:58 Page:1 I D:W D IAW DaR41_98Xwc4jOBYxyfNDq-VCXPede W paHMsoulva3v5iMohOV51 NtIAV SDgZyX6Hl 3x4 n 3x4 tt 1 2 3 4'� 5�J 6 7 OOO O O co 00 :.:•:::•::❖::❖:❖:•:=:❖:❖:❖:❖:❖:❖:❖:•::❖:•::❖:❖:❖:❖y:•:•:•:':•:•:•:•:•;.-•:.•:•:•:•:•:':•:❖:❖:❖:y:•:•:•:•:•:•:•:•:•:•"•:❖.' ............................... .•.•.•.•.•.•.❖.❖.❖.•.•.•.•.•.•.•.•.•.•.•.❖.❖.❖.❖.❖.❖.❖.❖.❖.•.•.•.•.•.•.•.❖.❖.❖.❖.❖.•.•.•.•.•.•.•.•.❖.❖.•......❖.❖.•.•.....•.. ... . ..................................... ................. ........... 13 12 11 10 9 354 n 3x4 ii 7-5-8 7-5-8 Scale=1:18.3 Plate Offsets(X,Y): [8:Edge,0-1-8],[14:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:41 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=62/7-5-8,9=145/7-5-8, 10=136/7-5-8,11=107/7-5-8, 12=136/7-5-8,13=145/7-5-8, 14=62/7-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-14=-56/0,7-8=-56/0,1-2=-7/0,2-3=-7/0, 3-4=-7/0,4-5=-7/0,5-6=-7/0,6-7=-7/0 BOT CHORD 13-14=0/7,12-13=0/7,11-12=0/7,10-11=0/7, 9-10=0/7,8-9=0/7 WEBS 2-13=-133/0,3-12=-123/0,6-9=-133/0, 5-10=-123/0,4-11=-97/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls Mitek USA,Inc.FL Cart 6634 at their outer ends or restrained by other means. LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSi/IP11 Quality Criteria,DS6-9 and ICS luldtnp Component 6904 Parke East Blvd. Safety trdoenallonovoilable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk • T18279019 0801 F53 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:58 Page:1 I D:W tLD_2oMy?5tu3Foo05_d5yncES-VCXPede W paHMsoulva3v5i Mh30GwlGslAVSDgZyX6Hl 11-2-10 I 11-2-10 I 11-2-10 1 I 2-0-0 11-2-10 I 11-2-10 I 11-2-10 1 11-2-10 I 11-2-2 4x6= 4x6_ I 2x4 n 4x6 2 3 4 5 6 7 8 9 10 0? I\/\/\ 1-1 °? • 19 18 17 16 15 14 13 12 4x6= 4x6- 2x4 n 4x6= 4x6= 8-11-019-11-0110 11-0 19-6-8 8-11-0 1-0- 1-0-0I 8-7-8 Scale=1:35.7 Plate Offsets(X,Y): [5:0-1-8,Edge],[6:0-1-8,Edge],[11:Edge,0-1-8],[15:0-1-8,Edge],[16:0-1-8,Edge],[20:Edge,0-1-8] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.19 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.26 16-17 >891 240 BCLL 0.0 Rep Stress lncr YES WB 0.48 Horz(CT) 0.06 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 109 lb FT=20%F, 11%E LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) 11=848/Mechanical,20=848/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-20=-844/0,10-11=-31/0,1-2=-664/0, 2-3=-1664/0,3-4=-2301/0,4-5=-2634/0, 5-6=-2634/0,6-7=-2466/0,7-8=-1981/0, 8-9=-1176/0,9-10=0/0 BOT CHORD 19-20=0/0,18-19=0/1254,17-18=0/2059, 16-17=0/2527,15-16=0/2634,14-15=0/2634, 13-14=0/2296,12-13=0/1652,11-12=0/684 WEBS 5-16=-221/5,6-15=-119/151,1-19=0/1010, 2-19=-950/0,2-18=0/661,3-18=-636/0, 3-17=0/390,4-17=-364/0,4-16=-109/431, 6-14=-463/24,7-14=0/371,7-13=-518/0, 8-13=0/541,8-12=-784/0,9-12=0/811, 9-11=-1059/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:Joint 20 SP No.2 crushing capacity of 565 psi. 5) Refer to girder(s)for truss to truss connections. Joaquin Velez PE No.68182 6) Recommend 2x6 strongbacks,on edge,spaced at MiTek USA,Inc.FL Cart 6634 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls 6904 Parke East Blvd.Tampa FL 33610 at their outer ends or restrained by other means. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery.erection and bracing of trusses and truss systems,seeANS IPlt Quality Cdteda,DS549 and SCSI Bolding Component 6904 Parke East Blvd. Safety kifoimaftanavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279020 0801 F54 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:59 Page:1 I D:NCzANGgm_?L42kla617iJyncDr-z05nszf9auPDUyTyTHa8ewusYplrl j_RP9BmM?yX6Hk 1-2-10 J I 2-0-0 4x6= I 2x4 n 4x6= 4x6= 1 2 3 4 5 6 7 8 9 10 • \/\./\' IC 19 18 17 16 15 14 13 12 4x6= 4x6= 2x4 a 4x6= 4x6= 10-11-0 8-11-0 I9-0-00 11-0-0 19-10-0 8-11-0 8-11-0 Scale=1:36.1 Plate Offsets(X,Y): [5:0-1-8,Edgej,[6:0-1-8,Edgej,[11:Edge,0-1-8],[15:0-1-8,Edge],[16:0-1-8,Edge],[20:Edge,0-1-8] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.17 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.23 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:111 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 11=861/0-3-8,20=861/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-20=-856/0,10-11=-31/0,1-2=-675/0, 2-3=-1696/0,3-4=-2351/0,4-5=-2716/0, 5-6=-2716/0,6-7=-2559/0,7-8=-2067/0, 8-9=-1230/0,9-10=0/0 BOT CHORD 19-20=0/0,18-19=0/1275,17-18=0/2100, 16-17=0/2590,15-16=0/2716,14-15=0/2716, 13-14=0/2392,12-13=0/1727,11-12=0/716 WEBS 5-16=-211/0,6-15=-149/161,1-19=0/1026, 2-19=-967/0,2-18=0/678,3-18=-651/0, 3-17=0/405,4-17=-385/0,4-16=-88/449, 6-14=-457/49,7-14=0/359,7-13=-524/0, 8-13=0/547,8-12=-801/0,9-12=0/829, 9-11=-1089/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP DSS crushing capacity of 660 psi. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls Mitek USA,Inc.FL Cert 6634 at their outer ends or restrained by other means. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: October 3,2019 / I. _ - -_Irl _ A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSVIPII Quality Cdt.da,DS$49 and SCSI Building Component 6904 Parke East Blvd. Safety k formalbaovoilable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279021 0801 FT1 Floor Girder 1 3 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:59 Page:1 ID:I?ffMpZyEf 5RYFitZvPigNyf6OX-z05nszf9auPDUyTyTHa8ewu rkpig 1 eyR P9BmM?yX6Hk THIS TRUSS IS NOT 1-2-5 I PROPER ORIENTATIONNIS ESSENTIAL. 4x6= 3x6= 3x4= 4x6= 4x6= 3x4= 5x6= 4x6= 1 2 3 4 5 6 7 8 CI iiia iiia 9 �\\Y c9 o 17 8 • /T ® 9 - 16 15• - 18 14 19 13 20 12 21 11 22 10 2x4 n 7x6= 3x4= 4x6= 2x4 a 7x6= 3x6= 3x4= 4x6= 17-3-1 17-3-1 Scale=1:32.2 Plate Offsets(X,Y): [6:0-3-0,0-3-0],[15:0-3-0,0-4-8] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.24 13 >865 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.32 13 >644 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:300 lb FT=11% LUMBER 2) All loads are considered equally applied to all plies, TOP CHORD 2x4 SP No.2 except if noted as front(F)or back(B)face in the LOAD BOT CHORD 2x6 SP No.2*Except*15-9:2x6 SP DSS CASE(S)section.Ply to ply connections have been WEBS 2x4 SP No.3 provided to distribute only loads noted as(F)or(B), BRACING unless otherwise indicated. TOP CHORD Structural wood sheathing directly applied or 3) Plates checked for a plus or minus 5 degree rotation 4-10-7 oc purlins, except end verticals. about its center. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 4) Bearings are assumed to be:Joint 17 SP No.2 crushing bracing. capacity of 565 psi,Joint 9 SP DSS crushing capacity of REACTIONS (lb/size) 9=5558/0-4-4,17=3950/0-3-8 660 psi. 5) Recommend 2x6 strongbacks,on edge,spaced at FORCES (Ib)-Maximum Compression/Maximum 10-00-00 oc and fastened to each truss with 3-10d Tension (0.131"X 3")nails. Strongbacks to be attached to walls TOP CHORD 1-17=-3598/0,8-9=-3688/0,1-2=-3731/0, at their outer ends or restrained by other means. 2-3=-10753/0,3-4=-14861/0,4-5=-14972/0, 6) Hanger(s)or other connection device(s)shall be 5-6=-13389/0,6-7=-9716/0,7-8=-3826/0 provided sufficient to support concentrated load(s)2597 BOT CHORD 16-17=0/157,15-16=0/7321,15-18=0/12889, lb down at 5-1-5,762 lb down at 7-1-5,762 lb down at 14-18=0/12889,14-19=0/14999, 9-1-5,762 lb down at 11-0-9,762 lb down at 12-11-5, 13-19=0/14999,13-20=0/14268, 762 lb down at 14-11-5,and 765 lb down at 17-1-5, 12-20=0/14268,12-21=0/11636, and 844 lb down at 17-1-5 on bottom chord. The 11-21=0/11636,11-22=0/6850, design/selection of such connection device(s)is the 10-22=0/6850,9-10=0/153 responsibility of others. WEBS 1-16=0/4970,2-16=-5297/0,2-15=0/5064, LOAD CASE(S) Standard 3-15=-3151/0,3-14=0/2910,4-14=-203/0, 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 4-13=-39/0,5-13=0/1039,5-12=-1297/0, Plate Increase=1.00 6-12=0/2585,6-11=-2834/0,7-11=0/4227, Uniform Loads(lb/ft) 7-10=-4463/0,8-10=0/5107 Vert:9-17=-8,1-8=-80 NOTES Concentrated Loads(Ib) 1) 3-ply truss to be connected together with 10d Vert:9=-1609(F=-765,B=-844),12=-762(F), (0.148"x3")nails as follows: 18=-2597(F),19=-762(F),20=-762(F),21=-762 Top chords connected as follows:2x4-1 row at 0-9-0 (F),22=-762(F) oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 141111 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdteda,DS349 and SCSI Building Component 6904 Parke East Blvd. Safety InrormaManovailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279022 0801 FT2 Floor Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:00 Page:1 ID:RINt9mwExOT5RfeF6ejZUynaQ4-Raf93JgnLBX456281_6NB7R9gD99mGSadpxKuRyX6Hj 0-10-14 2x4 it 354= 3x4= 2x4 rr 1 2 3 4 f l sty w PI who 11111 .11 5 8 6 456= 4x6= 3x4= 4-2-8 4-2-8 Scale=1:25.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) 0.00 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:53 lb FT=11% LUMBER 6) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 provided sufficient to support concentrated load(s)840 BOT CHORD 2x6 SP DSS lb down at 1-4-12 on bottom chord. The design/ WEBS 2x4 SP No.3 selection of such connection device(s)is the BRACING responsibility of others. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 4-2-8 oc purlins, except end verticals. 1) Dead+Floor Live(balanced):Lumber Increase=1.00, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Plate Increase=1.00 bracing. Uniform Loads(lb/ft) REACTIONS (lb/size) 5=484/0-6-8,7=787/0-3-8 Vert:5-7=-10,1-4=-100 FORCES (Ib)-Maximum Compression/Maximum Concentrated Loads(Ib) Tension Vert:8=-840(B) TOP CHORD 1-7=-41/0,4-5=-41/0,1-2=0/0,2-3=-598/0, 3-4=0/0 BOT CHORD 7-8=0/380,6-8=0/380,5-6=0/380 WEBS 2-7=-601/0,2-6=0/380,3-6=0/380, 3-5=-601/0 NOTES 1) 2-ply truss to be connected together with 10d (0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP DSS crushing capacity of 660 psi. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls MiTek USA,Inc.FL Cert 6634 at their outer ends or restrained by other means. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10A73/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPII Quality Cited%DSI-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Ysfonnalloravoiloble from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 2 T18279023 0801 FT4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:00 Page:1 ID:Ty33nzdObUxo4u4KhUSaZlyfNCT-Raf93JgnLBX456281_6NB7R8iD7pmCFadpxKuRyX6Hj 1-0-8 2x4 tt 3x4= 3x4= 2x4 rr 1 2 3 4 A gdr Nike' 7 Y — 5 8 6 9 ►�� 4x6= 4x6= 7x6 4-9-0 4-9-0 Scale=1:29.8 Plate Offsets(X,Y): [6:0-3-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:58 lb FT=11% LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x6 SP DSS (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3 at their outer ends or restrained by other means. BRACING 6) Hanger(s)or other connection device(s)shall be TOP CHORD Structural wood sheathing directly applied or provided sufficient to support concentrated load(s)863 4-9-0 oc purlins, except end verticals. lb down at 1-8-4,916 lb down at 1-11-12,and 864 lb BOT CHORD Rigid ceiling directly applied or 10-0-0 oc down at 3-8-4,and 918 lb down at 3-11-12 on bottom bracing. chord. The design/selection of such connection device REACTIONS (lb/size) 5=2276/0-5-8,7=1775/0-3-0 (s)is the responsibility of others. LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Tension Plate Increase=1.00 TOP CHORD 1-7=-61/0,4-5=-61/0,1-2=0/0,2-3=-2176/0, Uniform Loads(Ib/ft) 3-4=0/0 Vert:5-7=-10,1-4=-100 BOT CHORD 7-8=0/1229,6-8=0/1229,6-9=0/1229, Concentrated Loads(lb) 5-9=0/1229 Vert:8=-1779(F=-916,B=-863),9=-1781 (F=-918, WEBS 2-7=-1816/0,2-6=0/1509,3-6=0/1509, B=-864) 3-5=-1816/0 NOTES 1) 2-ply truss to be connected together with 10d (0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP DSS crushing capacity of 660 psi. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSU111I1 Quality Criteria,DS11d9 and ICSI luldrig Component 6904 Parke East Blvd. Safety LMonnationavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job . Truss Truss Type Oty Ply Melnyk T18279024 0801 FT6 Flat Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville.FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:00 Page:1 ID:grYAj4EdkowdcMAeLcSxHmym07a-Raf93JgnLBX456281_6NB7R?RD38m5wadpxKuRyX6Hj I 4-1-15 4-1-15 I 4-0-3 I 4211 5 3x10= 3x10= 2x4 ii 2x4 ii 1 11 r 2 I 3 4 9 o 0 q . e" e g °� — 5 9 7 10 6 11 456 ii 3x10 it 5x16= 4x6= 4-1-15 I8-2-1 I 12-4-0 4-1-15 4-0-3 4-1-15 Scale=1:29.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.14 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.19 6-7 >755 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/fP12014 Matrix-MS Weight: 139 lb FT=11% LUMBER 6) Graphical purlin representation does not depict the size TOP CHORD 2x4 SP No.2 or the orientation of the purlin along the top and/or BOT CHORD 2x6 SP DSS bottom chord. WEBS 2x4 SP No.3'Except*7-1,7-3,5-3:2x4 SP 7) Recommend 2x6 strongbacks,on edge,spaced at No.2 10-00-00 oc and fastened to each truss with 3-10d BRACING (0.131"X 3")nails. Strongbacks to be attached to walls TOP CHORD 2-0-0 oc purlins(4-6-15 max.):1-4, except at their outer ends or restrained by other means. end verticals. 8) Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 10-0-0 oc provided sufficient to support concentrated load(s)189 bracing. lb down at 1-10-12,401 lb down at 3-10-12,410 lb REACTIONS (lb/size) 5=2780/0-4-8,8=2676/Mechanical down at 5-10-12,and 410 lb down at 7-10-12,and 410 Ib down at 9-10-12 on bottom chord. The design/ FORCES (Ib)-Maximum Compression/Maximum selection of such connection device(s)is the Tension responsibility of others. TOP CHORD 1-8=-2035/0,1-2=-5918/0,2-3=-5918/0, LOAD CASE(S) Standard 3-4=-322/0,4-5=-222/0 1) Dead+Floor Live(balanced):Lumber Increase=1.00, BOT CHORD 8-9=0/332,7-9=0/332,7-10=0/6333, Plate Increase=1.00 6-10=0/6333,6-11=0/6333,5-11=0/6333 Uniform Loads(Ib/ft) WEBS 1-7=0/5869,2-7=-351/0,3-7=-436/0, Vert:1-4=-100,5-8=-202(F=-192) 3-6=0/1674,3-5=-6315/0 Concentrated Loads(Ib) NOTES Vert:7=-401 (B),6=-410(B),9=-189(B),10=-410 1) 2-ply truss to be connected together with 10d (B),11=-410(B) (0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc, Except member 2-7 2x4-1 row at 0-2-0 oc,Except member 3-6 2x4-1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.88182 4) Bearings are assumed to be:,Joint 5 SP DSS crushing MiTek USA,Inc.FL Cart 6634 capacity of 660 psi. 6904 Parke East Blvd.Tampa FL 33610 5) Refer to girder(s)for truss to truss connections. Date: October 3,2019 Q WARNING-Verdi'design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. MIT. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems.seeANSt/IPII Quality Criteria.DSa-$9 and BCSI Bolding Component 6904 Parke East Blvd. Safety YNonnalbnovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279025 0801 F17 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:01 Page:1 ID:2wZgNRc8ROgiRIgTOR8jquyfNS=vnCXHehP5VfxjGdKaidcjL_9TdPaVYmksTgtRtyX6Hi 1-2-3 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x6= 3x4= 4x6= 3x4= 3x4= 2x4 lr 1 2 3 4 13 5 14 6 a 11 I I E O 9, ,\7^ 12 / ' 7 11 10 9 8 2x4 u 3x4= 4x6= 4x6= 3x4= 4x6= 11-2-8 11-2-8 Scale=1:23.7 Loading (psf) Spacing 1-7-3 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:116 lb FT=11% LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3 at their outer ends or restrained by other means. BRACING 6) Hanger(s)or other connection device(s)shall be TOP CHORD Structural wood sheathing directly applied or provided sufficient to support concentrated load(s)2596 3-11-13 oc purlins, except end verticals. lb down at 7-2-8 on top chord. The design/selection of BOT CHORD Rigid ceiling directly applied or 10-0-0 oc such connection device(s)is the responsibility of others. bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 7=3926/Mechanical,12=2630/ 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Mechanical Plate Increase=1.00 Uniform Loads(lb/ft) FORCES (Ib)-Maximum Compression/Maximum Vert:7-12=-8,1-4=-80,4-6=-200(F=-120) Tension Concentrated Loads(Ib) TOP CHORD 1-12=-2511/0,6-7=-291/0,1-2=-2384/0, Vert:2=-1285,4=-2596(F),13=-671,14=-601 2-3=-5408/0,3-4=-6979/0,4-13=-5589/0, 5-13=-5589/0,5-14=-93/0,6-14=-93/0 BOT CHORD 11-12=0/84,10-11=0/4525,9-10=0/6249, 8-9=0/7705,7-8=0/3522 WEBS 1-11=0/3314,2-11=-3286/0,2-10=0/1355, 3-10=-1292/0,3-9=0/1121,4-9=-1113/0, 4-8=-3248/0,5-8=0/3172,5-7=-4940/0 NOTES 1) 2-ply truss to be connected together with 10d (0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-2-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 4) Refer to girder(s)for truss to truss connections. Mitek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10/0./2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeANSI/IPI1 Quality Criteria,DSB-$9 and ICSI Building Component 6904 Parke East Blvd. Safely YNormaflonavaioble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk 0801 • FT8 1 2 T18279026 Job Reference(optional) r Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:01 Page:1 ID:YfvoCAnSPd4DHCy881 iDmGyfM5G-vnCXHehP5VfxjGdKaidcjL_65dNJVZiksTgtRtyX6Hi 1-1-13 5x8= 3x4= 3x6= 3x6= 3x4= 5x8= 1 2 3 4 5 6 == o ao °D 13 \s1/.f/T\\1/1/\\//\� I ® � 7 12 11 10 9 8 3x6= 3x6= 3x6= 3x6= 5x8= 3x4= 5x8= 12-1-0 12-1-0 Scale=1:24.3 Plate Offsets(X,Y): [7:Edge,0-1-8] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.14 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.19 10 >730 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:125 lb FT=11% LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3*Except*12-1,8-6:2x4 SP No.2 at their outer ends or restrained by other means. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 1-10-4 oc purlins, except end verticals. Plate Increase=1.00 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Uniform Loads(lb/ft) bracing. Vert:7-13=-8,1-6=-824(F=-744) REACTIONS (lb/size) 7=4905/Mechanical,13=4905/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-13=-4702/0,6-7=-4702/0,1-2=-3779/0, 2-3=-8653/0,3-4=-10182/0,4-5=-8653/0, 5-6=-3779/0 BOT CHORD 12-13=0/231,11-12=0/7085,10-11=0/10188, 9-10=0/10188,8-9=0/7085,7-8=0/231 WEBS 1-12=0/5173,2-12=-5154/0,2-11=0/2444, 3-11=-2392/0,3-10=-9/0,4-10=-9/0, 4-9=-2392/0,5-9=0/2444,5-8=-5154/0, 6-8=0/5173 NOTES 1) 2-ply truss to be connected together as follows: Top chords connected with 10d(0.148"x3")nails as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected with 10d(0.131"x3")nails as follows:2x4-1 row at 0-9-0 oc. Web chords connected with 10d(0.148"x3")nails as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 4) Refer to girder(s)for truss to truss connections. Date: October 3,2019 OM= 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANS1/TPl1 Quality Cdteda,D5549 and BCSI Bolding Component 6904 Parke East Blvd. Safety Yiformadonovallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279027 0801 FT9 Floor 1 2 Job Reference(optional) .Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:02 Page:1 I D:zOE?IoyGSBcXYim W AP5S05yfNNg-NzmwU_i 1 spnnLQCX8 P8rGYW JA1 ke E_Ct57QRzKyX6Hh I 1-3-0 I0-10-0I THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x6= 2x4 ii 3x4= 354= 3x6= 3x4= 5x6= 4x6= 1 17 2 1819 3 4 5 6 7 8 9 E/ n z N a ' • aDNz\\z/N\/ 9 i/.0 9 9 16 Ell gm 15 14 13 12 11 10 4x6= MT2OHS 6x10 = 3x4= 4x6= 4x6= 3x4= 3x6= 2x4 It 16-5-0 16-5-0 Scale=1:30.9 Plate Offsets(X,Y): [6:0-3-0,0-3-0],[14:0-4-12,0-3-0] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.21 12-13 >918 360 MT2OHS 187/143 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.29 12-13 >667 240 MT20 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:167 lb FT=11% LUMBER 3) All plates are MT20 plates unless otherwise indicated. TOP CHORD 2x4 SP No.2 4) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP DSS about its center. WEBS 2x4 SP No.3 5) Refer to girder(s)for truss to truss connections. BRACING 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD Structural wood sheathing directly applied or 10-00-00 oc and fastened to each truss with 3-10d 3-4-2 oc puffins, except end verticals. (0.131"X 3")nails. Strongbacks to be attached to walls BOT CHORD Rigid ceiling directly applied or 10-0-0 oc at their outer ends or restrained by other means. bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 9=3051/Mechanical,16=3790/ 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Mechanical Plate Increase=1.00 FORCES (Ib)-Maximum Compression/Maximum Uniform Loads(Ib/ft) Tension Vert:9-16=-8,1-19=-200,8-19=-358 TOP CHORD 1-16=-192/0,8-9=-2931/0,1-17=-70/0, Concentrated Loads(Ib) 2-17=-70/0,2-18=-4723/0,18-19=-4723/0, Vert:17=-507,18=-858 3-19=-4723/0,3-4=-7844/0,4-5=-8985/0, 5-6=-8537/0,6-7=-6463/0,7-8=-2654/0 BOT CHORD 15-16=0/2583,14-15=0/6893,13-14=0/8779, 12-13=0/9178,11-12=0/7891,10-11=0/5002, 9-10=0/135 WEBS 8-10=0/3536,7-10=-3490/0,7-11=0/2172, 6-11=-2123/0,6-12=0/961,5-12=-953/0, 5-13=-287/0,4-13=0/306,4-14=-1390/0, 3-14=0/1414,3-15=-3225/0,2-15=0/3181, 2-16=-4333/0 NOTES 1) 2-ply truss to be connected together with 10d (0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, Joaquin Velez PE No.68182 except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been MiTek USA,Inc.FL Cert 6634 provided to distribute only loads noted as(F)or(B), 6904 Parke East Blvd.Tampa FL 33610 unless otherwise indicated. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/03/2015 BEFORE USE. mi'- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems.seeAN61/TPI1 Qualify Criteria,DSS-89 and SCSI lidding Component 6904 Padre East Blvd. Safety lnfonnatlonnvoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279028 0801 •FT10 Floor Girder 1 3 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:02 Page:1 ID:VeFvovZdgYv RYOb76v_A1 dytN M u-NzmwU_i1 spnnLOCX8P8rGYW SO1 o3E4Qt57ORzKyX6Hh 0-1 1-9 1-4-2 2x4 rr 3x4= 3x6= 3x4= 3x4 1 2 3 4 5 //TNI I Ni/ZTN.N1/ZTN —.4 a o e 11O o tD t0 O O 10 9 8 7 6 5x6= 4x6= 3x6 it 4x6= 4x6= HGUS28-2 8-3-8 8-3-8 Scale=1:25 Loading (psf) Spacing 1-7-3 CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 •Vert(CT) -0.03 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:158 lb FT=11% LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x8 SP DSS (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3 at their outer ends or restrained by other means. BRACING 6) Use Simpson Strong-Tie HGUS28-2(36-10d Girder, TOP CHORD Structural wood sheathing directly applied or 6-10d Truss)or equivalent at 7-7-0 from the left end to 6-0-0 oc purlins, except end verticals. connect truss(es)to front face of bottom chord. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 7) Fill all nail holes where hanger is in contact with lumber. bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 6=3748/Mechanical,11=1694/ 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Mechanical Plate Increase=1.00 FORCES (Ib)-Maximum Compression/Maximum Uniform Loads(Ib/ft) Tension Vert:6-11=-8,1-5=-358 TOP CHORD 1-11=-131/0,1-2=0/0,2-3=-1925/0, Concentrated Loads(Ib) 3-4=-2811/0,4-5=-2474/0 Vert:7=-2723(F) BOT CHORD 10-11=0/1289,9-10=0/2625,8-9=0/2991, 7-8=0/0,6-7=0/0 WEBS 2-11=-1916/0,2-10=0/1025,3-10=-1129/0, 3-9=0/301,4-9=-290/0,4-8=-835/0, 5-8=0/3196,5-7=-2403/0 NOTES 1) 3-ply truss to be connected together with 10d (0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-3 rows staggered at 0-4-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s)for truss to truss connections. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/030015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a huss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANll/1P11 Quality Cdt ia,DS1149 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnallonovailoble from Truss Rate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279003 0801 F37 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:52 Page:1 ID:OeE8z_Xh3yL6T1KK4wgrQjyfNdi-g2A8OaalDkWC8tRcZJyUsR6es?LXuavPoZ?vcvyX6Hr 11-3-0 I 11-0-3 I 11-0-3 I 11-1-12 I 11-3-0 I 11-2 8 I 1 1-0 3 I I 2-0-0 I 2x4 II 3x6= 4x6= 4x6= 4x6= 1 2 3 4 5 6 7 8 9 • - • \ /•\ 19 \/\/ \ 1L • •18 16 15 14 13 12 11 K - 17 4x6= 4x6= 4x6= 2x4 n 4-0-4 I 32 7-3-0 18-0-0 1 1-0-0 I 16-6-0 30 I Scale=1:33.2 Plate Offsets(X,Y): [3:0-1-8,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],(10:Edge,0-1-8],[14:0-1-8,Edge],[15:0-1-8,Edge],[17:0-1-8,Edge],[19:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.17 13-14 >881 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:96 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. BRACING 7) CAUTION,Do not erect truss backwards, TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17. REACTIONS (lb/size) 10=722/0-3-8,17=717/0-3-8, 19=349/Mechanical Max Gray 10=723(LC 3),17=786(LC 4), 19=420(LC 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-413/0,9-10=-719/0,1-2=-273/0, 2-3=-531/81,3-4=-749/0,4-5=-1438/0, 5-6=-1438/0,6-7=-1503/0,7-8=-1209/0, 8-9=-511/0 BOT CHORD 18-19=0/0,17-18=0/508,16-17=-81/531, 15-16=0/1082,14-15=0/1438,13-14=0/1438, 12-13=0/1457,11-12=0/955,10-11=0/0 WEBS 3-17=-622/0,5-15=-314/0,6-14=-221/0, 1-18=0/410,2-18=-374/0,2-17=-264/165, 3-16=0/577,4-16=-687/0,4-15=0/624, 6-13=-44/132,7-13=0/121,7-12=-415/0, 8-12=0/426,8-11=-744/0,9-11=0/804 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 17 SP DSS Joaquin Velez PE No.68182 crushing capacity of 660 psi,Joint 10 SP DSS crushing Mitek USA,Inc.FL Cert 6634 capacity of 660 psi. 6904 Parke East Blvd.Tampa FL 33610 5) Refer to girder(s)for truss to truss connections. Date: October 3,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPIl Quality Criteria,DS1-69 and SCSI Bolding Component 6904 Parke East Blvd. Safely kWormafon,vailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279004 0801 F38 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:53 Page:1 ID:iIGeMy1 zjLAx2khSApREG4yfNeL-BEkW bvb0_2e3110o6OUjOtfgGPiGd1 NZODkS8LyX6Hq 1-2-13 I 11-0-3 I 11-0-3 I 1 1-1-3 I 2-0-0 11-2-13 1 1 1-2-13 I 11-0-3 I 2x4• 3x6= 4x6= 4x6= 4x6= 1 2 3 4 5 6 7 8 9 0 1 / 17 0 • • • 18 16 15 14 13 12 11 17 4x6= 4x6= 4x6= 2x4• 4-0-4 -3-0 16-2-8 4-0-4 3-2- 3-2-12 8-0-0 19-0 0 6-11-8 Scale=1:33.2 Plate Offsets(X,Y): [3:0-1-8,Edge],[5:0-1-8,Edge],[6:0-1-8,Edge],[10:Edge,0-1-8],[14:0-1-8,Edge],[15:0-1-8,Edge],[17:0-1-8,Edge],[19:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.15 13-14 >957 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:95 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. BRACING 7) CAUTION,Do not erect truss backwards. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:16-17. REACTIONS (lb/size) 10=704/Mechanical,17=712/0-3-8, 19=339/Mechanical Max Gray 10=705(LC 3),17=783(LC 4), 19=411 (LC 5) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-19=-404/0,9-10=-701/0,1-2=-263/0, 2-3=-507/87,3-4=-718/0,4-5=-1375/0, 5-6=-1375/0,6-7=-1425/0,7-8=-1138/0, 8-9=481/0 BOT CHORD 18-19=0/0,17-18=0/489,16-17=-87/507, 15-16=0/1038,14-15=0/1375,13-14=0/1375, 12-13=0/1373,11-12=0/896,10-11=0/0 WEBS 3-17=-614/0,5-15=-301/0,6-14=-207/0, 1-18=0/397,2-18=-362/0,2-17=-266/154, 3-16=0/565,4-16=-663/0,4-15=0/590, 6-13=-53/111,7-13=0/125,7-12=-405/0, 8-12=0/416,8-11=-717/0,9-11=0/774 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 17 SP DSS Joaquin Velez PE NCert 6 2 crushing capacity of 660 psi. Mitek USA,Inc.FL Cert 6634 5) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. lot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Qualify Udine,DSI-$9 and ICS Belding Component 6904 Parke East Blvd. Safety 1Mommaflonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk 718279005 0801 F39 Floor 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:53 Page:1 ID:OKGb1VM6MyFNkTOTnlBhdOyncVo-8EkWbvbO_2e3110o6OUjOffvPPn2d6AZODkS8LyX6Hq 1-1-8 3x6= 3x4 3x4= 1 2 3 a a 0 0 co ao 6 \ \ • 5 354 s 3x6= 3x4= 3-10-8 3-10-8 Scale=1:23.2 Plate Offsets(X,Y): [6:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:28 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=199/Mechanical,6=199/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-197/0,3-4=-21/0,1-2=-81/0,2-3=0/0 BOT CHORD 5-6=0/0,4-5=0/137 WEBS 1-5=0/128,2-5=-94/0,2-4=-217/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s)for truss to truss connections. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A JIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101031015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdtefa,D311-89 and ICSI Building Component 6904 Parke East Blvd. Safely IMonnallonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk Ti279006 0801 F40 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:53 Page:1 ID:fsszDgsZGIH31Q2Zo9gj9wyfNea-8EkW bvb0_2e3110o60UjOHnOPgvd1 UZODkS8LyX6Hq I0-11-0I I 2-0-0 I0-11-0I I0-11-0I I 1-1-3 2x4 4x6= 4x6 4x6= 3x4= 3x4= 3x4= = 1 2 3 4 5 6 7 • • 0 O 1E\ / \ \/\/ ao e • e 14 13 12 11 10 9 3x4 rr 4x6= 3x4= 4x6= 2x4 n 3x4= 3x4 ri 4x6= 3-1-8 1-8 5-1-8 12-1-0 3-1-8 11 1-0-0 I 1-0-0 I 6-11-8 Scale=1:33.4 Plate Offsets(X,Y): [3:0-1-8,Edge],[4:0-1-8,Edge],[8:Edge,0-1-8],[12:0-1-8,Edge],[13:0-1-8,Edge],[15:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.14 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.18 11-12 >785 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:72 lb FT=20%F,11°/•E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=651/Mechanical,15=651/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-15=-607/0,7-8=-647/0,1-2=-349/0, 2-3=-1100/0,3-4=-1100/0,4-5=-1226/0, 5-6=-1018/0,6-7=-437/0 BOT CHORD 14-15=0/0,13-14=0/724,12-13=0/1100, 11-12=0/1100,10-11=0/1219,9-10=0/814, 8-9=0/0 WEBS 3-13=-374/0,4-12=-295/0,1-14=0/623, 2-14=-733/0,2-13=0/760,4-11=-64/278, 5-11=-29/131,5-10=-347/0,6-10=0/352, 6-9=-649/0,7-9=0/704 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Refer to girder(s)for truss to truss connections. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1/11 a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIP11 Quality Cdteda,D5849 and BCSI Bolding Component 6904 Parke East Blvd. Safety k fonnalloravailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279007 0801 F41 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:54 Page:1 ID:1 tZ Fnk?f 1 d2AxOwY t mLhi lyfNaW-cQH upFbOlLmwNBb_gk?yxsB_Ko0bMSti FtUOhnyX6Hp 2-0-0 I 11-2-5 I 11-2-5 I 11-1-3 I 11-2-5 I 11-2-5 I 11-2-5 I 4x6= 2x4 4x6= 4x6 1 2 3 4 5 6 7 8 g • •• • A •,\ 0 1F \ o co 1y e 17 16 15 14 13 12 11 4x6= 4x6= 4x6= 2x4 a 4x6= 8-1-0 11-0-0 111-0-0 I 16-5-0 0-1-0 8-1-0 Scale=1:32.6 Plate Offsets(X,Y): [5:0-1-8,Edge],[6:0-1-8,Edge],[10:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.22 14-15 >891 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:94 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=889/Mechanical,18=889/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-884/0,9-10=-41/0,1-2=-629/0, 2-3=-1545/0,3-4=-2107/0,4-5=-2282/0, 5-6=-2282/0,6-7=-1949/0,7-8=-1205/0, 8-9=0/0 BOT CHORD 17-18=0/0,16-17=0/1179,15-16=0/1902, 14-15=0/2272,13-14=0/2282,12-13=0/2282, 11-12=0/1665,10-11=0/719 WEBS 5-14=-185/12,6-13=-68/245,1-17=0/1010, 2-17=-947/0,2-16=0/630,3-16=-614/0, 3-15=0/353,4-15=-303/0,4-14=-200/337, 6-12=-649/0,7-12=0/492,7-11=-751/0, 8-11=0/795,8-10=-1107/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s)for truss to truss connections. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Crltsda,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279008 0801 F42 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:54 Page:1 I D:_XD RmEEaYT RTjJtBeFA8zlyf NaD-cCIH upFbOlLmwNBb_gk?yxsB_KoObMSti FtUOhnyX6Hp 2-0-0 I 11-2-5 I 11-2-5 11-1-3 I 11-2-5 I 11-2-5 I 11-2-5 I 4x6= 2x4 4x6= 4x6= 1 2 3 4 5 6 7 8 9 • • • c 1E\ ` o co 1� • 17 16 15 14 13 12 11 4x6= 4x6= 4x6_ 2x4 n 4x6= 16-5-0 8-1-0 111-0-0 11-0-0 I 6-4-0 8-1-0 Scale=1:32.6 Plate Offsets(X,Y): [5:0-1-8,Edge],[6:0-1-8,Edge],[10:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.22 14-15 >891 240 BCLL 0.0 Rep Stress lncr YES WB 0.48 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:94 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=889/Mechanical,18=889/ Mechanical FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-884/0,9-10=-41/0,1-2=-629/0, 2-3=-1545/0,3-4=-2107/0,4-5=-2282/0, 5-6=-2282/0,6-7=-1949/0,7-8=-1205/0, 8-9=0/0 BOT CHORD 17-18=0/0,16-17=0/1179,15-16=0/1902, 14-15=0/2272,13-14=0/2282,12-13=0/2282, 11-12=0/1665,10-11=0/719 WEBS 5-14=-185/12,6-13=-68/245,1-17=0/1010, 2-17=-947/0,2-16=0/630,3-16=-614/0, 3-15=0/353,4-15=-303/0,4-14=-200/337, 6-12=-649/0,7-12=0/492,7-11=-751/0, 8-11=0/795,8-10=-1107/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s)for truss to truss connections. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls Joaquin Velez PE No.68182 at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeAN31/1PI1 Duality Cdtada,DS149 and ICSI Bolding Componrrnt 6904 Parke East Blvd. Safely Yrfonnalonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279009 0801 F43 Floor 5 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:55 Page:1 ID:yBC3xSIpXHa8wOwFIstl_3yf6EU-5drGObceW fun?LABERW BU4k8W CLN5vvrUXDZDEyX6Ho 2-0-0 I F 1-2-5 I 11-2-5 11-1-10 I 11-2-5 I 11-2-5 I 11-2-5 I 4x6= 4x6= 2x4 4x6_ 1 2 3 4 5 6 7 8 9 o \ / \ / \ o °P 1 C °0 if s ' s 1 17 16 15 14 13 12 11 4x6= 4x6= 4x6 2x4 n 4x6= 16-8-0 8-4-0 11-0-0 11-0 0 I 6-4-0 8-4-0 Scale=1:32.6 Plate Offsets(X,Y): [5:0-1-8,Edge],[6:0-1-8,Edge],[10:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge),[18:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.18 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(CT) -0.24 14-15 >834 240 BCLL 0.0 Rep Stress lncr YES WB 0.49 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:95 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=903/Mechanical,18=903/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-898/0,9-10=-41/0,1-2=-656/0, 2-3=-1611/0,3-4=-2189/0,4-5=-2347/0, 5-6=-2347/0,6-7=-1993/0,7-8=-1227/0, 8-9=0/0 BOT CHORD 17-18=0/0,16-17=0/1231,15-16=0/1981, 14-15=0/2353,13-14=0/2347,12-13=0/2347, 11-12=0/1696,10-11=0/731 WEBS 5-14=-177/21,6-13=-61/260,1-17=0/1036, 2-17=-969/0,2-16=0/639,3-16=-623/0, 3-15=0/351,4-15=-298/0,4-14=-223/324, 6-12=-679/0,7-12=0/510,7-11=-767/0, 8-11=0/811,8-10=-1126/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:Joint 18 SP DSS crushing capacity of 660 psi. 5) Refer to girder(s)for truss to truss connections. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls Mitek USA,Inc.FL Cart 6634 at their outer ends or restrained by other means. 6904 Parke East Blvd.Tampa FL 33610 LOAD CASE(S) Standard Date: October 3,2019 Mr_ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M/1-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/1PI1 Quality Criteria,DSII-89 and ICSI Building Component 6904 Parke East Blvd. Safely Iifonnafarrovoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279010 0801 F44 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:55 Page:1 ID:XmMttr_m4CGKDIX84s?9w6yfNDl-5drGObceWfun?LABERW BU4k9WCME5xgrUXDZDEyX6Ho 2-0-0 1-2-5 I 11-2-5 1-2-13 1-2-5 I 11-2-5 I 1-2-5 I 2x4 ii 4x6= 4x6= 1 2 3 4 5 6 7 8 g 0 0. 17 / \ / \ 1C m• • • e 16 15 14 13 12 11 4x6= 2x4 n 4x6= 4x6= 4x6 7-9-8 18-0-0 11-0-0 I 164-07-9-8 Scale=1:32.6 Plate Offsets(X,Y): [5:0-1-8,Edge],[6:0-1-8,Edge],[10:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.21 14-15 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:91 lb FT=20%F, 11°/•E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=873/Mechanical,17=873/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-40/0,9-10=-41/0,1-2=0/0, 2-3=-1211/0,3-4=-1941/0,4-5=-2208/0, 5-6=-2208/0,6-7=-1898/0,7-8=-1179/0, 8-9=0/0 BOT CHORD 16-17=0/724,15-16=0/1680,14-15=0/2164, 13-14=0/2208,12-13=0/2208,11-12=0/1628, 10-11=01705 WEBS 5-14=-186/0,6-13=-78/229,6-12=-618/0, 7-12=0/472,7-11=-733/0,8-11=0/775, 8-10=-1086/0,2-17=-1094/0,2-16=0/778, 3-16=-750/0,3-15=0/417,4-15=-356/0, 4-14=-149/360 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Refer to girder(s)for truss to truss connections. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls Joaquin Velez PE No.66182 at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �'- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPIl Quality Cdt•da,DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Monnalbnovaiiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk 718279011 0801 F45 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:56 Page:1 I D:CouaotDyie00XnlanPGhzMyf5tx-ZpPeDxdGHz0edV kNo91 Q0HHT4cpdgTM?jBz6lgyX6Hn 3x4 u 3x4 n 1 2 3 4 5 6 7 8 n O O co i1 dill IR e ❖.s•..s•.s❖.•.❖.❖.❖.❖.❖o.•o.••❖.❖.❖:••❖o•❖.❖.❖.❖.•r.❖r.❖•••❖.•.❖.❖.❖.•o•❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.�.❖.❖.❖.❖.•.soo❖. ❖•:.••❖•❖o.•.s.❖.❖.'.❖.•..•.o.❖.❖.❖.❖.❖.❖..❖.•.o••❖.❖•❖.❖••oo❖.•oo❖.❖.oo•❖.❖.❖.•o.❖.❖.•..••❖.❖.❖.❖.❖.•o.❖.❖. ................................................................. ............................... •..❖.;.❖.❖.❖.❖;..❖.❖.;.•o....❖.❖.❖.❖..❖.❖...❖.•..❖.❖..❖.❖.❖.❖.❖.❖.❖..❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.•. ....•..❖.❖.❖.❖..❖.❖.❖..❖.❖.•..s•..•....•.d..s❖A•..s•...•.s•.sss•.o❖.❖.❖.❖.❖.•.s❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.•.s 15 14 13 12 11 10 3x4 u 3x4 n 8-3-8 8-3-8 Scale=1:19.1 Plate Offsets(X,Y): [9:Edge,0-1-8],[16:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:46 lb FT=20%F,11%E LUMBER LOAD CASE(S) Standard TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=63/8-3-8, 10=141/8-3-8, 11=153/8-3-8,12=85/8-3-8, 13=85/8-3-8,14=153/8-3-8, 15=141/8-3-8,16=63/8-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-57/0,8-9=-57/0, 1-2=-7/0,2-3=-7/0, 3-4=-7/0,4-5=-7/0,5-6=-7/0,6-7=-7/0, 7-8=-7/0 BOT CHORD 15-16=0/7,14-15=0/7,13-14=0/7,12-13=0/7, 11-12=0/7,10-11=0/7,9-10=0/7 WEBS 2-15=-129/0,3-14=-139/0,4-13=-78/0, 7-10=-129/0,6-11=-139/0,5-12=-78/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls MiTek USA,Inc.FL Cert 6634 at their outer ends or restrained by other means. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 4111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVWPl1 CuaHty Criteria,D5849 and SCSI Building Component 6904 Parke East Blvd. Safety IMoimallanavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty r Ply Melnyk 718279012 0801 F46 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:56 Page:1 ID:v1848fm2w4ZOwTmusBgwBGyf6?_ZpPeDxdGHzOedVkNo91Q0HHPOcmvgPe?jBz6lgyX6Hn 1-2-4 3x6= 3x6= 1 2 3 4 5 0 0 ao ao 10 9 8 7 10-0-0 J� 10-0-0 Scale=1:21.1 Plate Offsets(X,Y): [6:Edge,0-1-8],[11:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.03 8-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.27 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:60 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=536/0-3-8,11=536/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-531/0,5-6=-531/0,1-2=-368/0, 2-3=-786/0,3-4=-786/0,4-5=-368/0 BOT CHORD 10-11=0/0,9-10=0/685,8-9=0/869, 7-8=0/685,6-7=0/0 WEBS 1-10=0/567,2-10=-520/0,2-9=0/166, 3-9=-135/0,3-8=-135/0,4-8=0/166, 4-7=-520/0,5-7=0/567 NOTES 1) All plates are 3x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/1PII Quality Criteria,DSISS9 and SCSI Bolding Component 6904 Parke East Blvd. Safety kformaItonsvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278986 0801 F20 Floor 1 1 Job Reference(optional) •Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:46 Page:1 ID:_ljv4VntxkftalQw4iaRpOyt0E6-NiFUwAUMtaeCopPGeLKr4zJPJA?elHuNBzo1 spyX6Hy 11-1-141 111 11-1-71 11� 11� 1' 171 2x4/7 ' ll 0-1-8 0_1_g 3x6= H 11-1-71 11-1-71 J 7x6= 2x4 ii 456= 4x6= 4x6= 3x6= 7 8 10 11 12 13 14 0 0 • - m (O 12 3 4 5 27 moo r� \ \ • /\z\z \ z m 24 • l� R.15 - 23 22i 20 19 18 17 16 2x4= 21 4x6= 3x6= 4x6= 5x10= 4x6= 0-1-8 6-10-12 11 6-8-0 6-6-8 H 18-11-0 12-0-4 I 0-1-8 0-2-12 Scale=1:41.7 Plate Offsets(X,Y): [6:0-1-8,0-3-8],[7:Edge,0-1-8],[9:0-3-8,Edge],[21:0-1-8,Edge],[25:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.04 18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.04 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.01 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:109 lb FT=20%F,11%E LUMBER 2) All plates are 3x4 MT20 unless otherwise indicated. TOP CHORD 2x4 SP No.2(flat) 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2(flat) about its center. WEBS 2x4 SP No.3(flat) 4) All bearings are assumed to be SP No.2 crushing OTHERS 2x4 SP No.3(flat) capacity of 565 psi. BRACING 5) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or bearing plate capable of withstanding 52 lb uplift at joint 6-0-0 oc purlins, except end verticals. 15. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 6) Graphical purlin representation does not depict the size bracing, Except: or the orientation of the purlin along the top and/or 10-0-0 oc bracing:15-16. bottom chord. REACTIONS (lb/size) 15=423/0-3-8,21=1735/0-5-8 7) Recommend 2x6 strongbacks,on edge,spaced at Max Uplift 15=-52(LC 2) 10-00-00 oc and fastened to each truss with 3-10d Max Gray 15=590(LC 3),21=1735(LC 1) (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. FORCES (lb)-Maximum Compression/Maximum 8) CAUTION,Do not erect truss backwards. Tension LOAD CASE(S) Standard TOP CHORD 24-25=-53/0,25-26=-53/0,2-26=-53/0, 14-15=-585/56,7-8=-58/1401, 8-10=-49/1449,10-11=-716/936, 11-12=-1000/540,12-13=-905/247, 13-14=-406/63,1-2=0/0,2-3=0/0,3-4=0/338, 4-5=0/1187,5-27=0/2551,6-27=0/2551, 6-9=-44/1472 BOT CHORD 23-24=-70/0,22-23=-634/0,21-22=-1755/0, 20-21=-2551/0,19-20=-1171/464, 18-19=-720/949,17-18=-377/1034, 16-17=-134/757,15-16=0/0 WEBS 10-19=0/628,11-19=-596/0,11-18=0/300, 12-18=-272/0,12-17=-216/217, 13-17=-187/246,13-16=-585/119, 14-16=-98/634,9-20=-615/0,8-9=-111/0, 10-20=-881/0,6-7=-75/598,7-9=-1526/63, 6-21=-998/0,3-24=0/94,3-23=-366/0, 4-23=0/405,4-22=-755/0,5-22=0/778, 5-21=-1062/0,6-20=0/1917 Joaquin Velez PE No.68182 NOTES MiTek USA,Inc.FL Cert 6634 1) Unbalanced floor live loads have been considered for 6904 Parke East Blvd.Tampa FL 33610 this design. Date: October 3,2019 A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSl TP11 QuaUI r Coteau.D$$49 and SCSI Belding Component 6904 Parke East Blvd. Safety Infotmalbtgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk 718278987 0801 F21 Floor 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:46 Page:1 ID:_Ijv4VntxkftalOw4iaRpOyf0E6-ruot7W V?eum3Oy_SC2r4cAsaOaJMUk4XPdYaPFyX6Hx 11-1-7 1 11-0-61 [1-1- 1 7I I11-1-141 11171 11171 110-61 0-1,-8 1 1.1.71 1I 1 7 1 2x4 ii 1 1-6-8 1 3x6= 4x6= 7x6= 4x6= 3x6= 6 7 9 10 11 12 13 14 1 2 3 4 26:1„... .:; \ /,t z\z\z x . dip 9 9 c9 N N 24 \ ► v 23 22 _� 20 19 18 18 17 16 15 21 3x6= 5x10= 4x6= 3x6 FP 3x6= 4x6= 0 11 8 6-8 0 6-11-8 20-5-8 1 0-1-8 6-6-8 0-3I-8 13-6-0 Scale=1:43.5 Plate Offsets(X,Y): [5:0-1-8,0-3-8],[6:Edge,0-1-8],[8:0-3-8,Edge],[21:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(CT) -0.07 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.02 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:117 lb FT=20%F,11%E LUMBER 2) All plates are 3x4 MT20 unless otherwise indicated. TOP CHORD 2x4 SP No.2(flat) 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2(flat) about its center. WEBS 2x4 SP No.3(flat) 4) All bearings are assumed to be SP No.2 crushing OTHERS 2x4 SP No.3(flat) capacity of 565 psi. BRACING 5) Refer to girder(s)for truss to truss connections. TOP CHORD Structural wood sheathing directly applied or 6) Provide mechanical connection(by others)of truss to 6-0-0 oc purlins, except end verticals. bearing plate capable of withstanding 27 lb uplift at joint BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 15. bracing. 7) Graphical purlin representation does not depict the size REACTIONS (lb/size) 15=384/Mechanical, or the orientation of the purlin along the top and/or 21=1764/0-5-8 bottom chord. Max Uplift 15=-27(LC 2) 8) Recommend 2x6 strongbacks,on edge,spaced at Max Gray 15=651 (LC 3),21=1764(LC 1) 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls FORCES (Ib)-Maximum Compression/Maximum at their outer ends or restrained by other means. Tension 9) CAUTION,Do not erect truss backwards. TOP CHORD 24-25=-37/0,1-25=-37/0,6-7=-124/1355, LOAD CASES) Standard 7-9=-116/1401,9-10=-898/908, 10-11=-1295/529,11-12=-1307/255, 12-13=-938/83,13-14=0/0,1-2=0/2, 2-3=0/309,3-4=0/1131,4-26=0/2469, 5-26=0/2469,5-8=-112/1424 BOT CHORD 23-24=-54/0,22-23=-592/0,21-22=-1686/0, 20-21=-2469/0,19-20=-1134/590, 18-19=-700/1187,17-18=-375/1387, 16-17=-151/1212,15-16=-39/642 WEBS 5-21=-1040/0,5-6=-104/578,9-20=-935/0, 9-19=0/680,10-19=-648/0,10-18=0/348, 11-18=-319/0,11-17=-133/200, 12-17=-174/159,12-16=-456/112, 13-16=-75/493,2-24=0/69,2-23=-348/0, 3-23=0/387,3-22=-736/0,4-22=0/760, 4-21=-1044/0,8-20=-595/0,7-8=-111/0, 5-20=0/1924,6-8=-1476/135,14-15=-46/14, 13-15=-874/53 Joaquin Velez PE No.68182 NOTES MiTek USA,Inc.FL Cert 6634 1) Unbalanced floor live loads have been considered for 6904 Parke East Blvd.Tampa FL 33610 this design. Date: October 3,2019 MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1013P2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdteia,DSI-59 and BCSI Bolding Component 6904 Parke East Blvd. Safely kiformafonovailable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , , Truss Truss Type Qty Ply Melnyk T18278988 0801 F22 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:47 Page:1 I D:3RPt PU EVwXUQu3cH3_lal cyfMYM-K4M FLs W dPCuw16YemmNJ9OPoc_XrDDngeHH8xhyX6Hw I 1-1-4 I 1-1-4 I I 1-1-4 11-1-4 I 11-2-10 I 5x8= 7x10= 456= 4x6= 3x4 ii 6x8= 5x6= 4x6= 4x6= 1 2 3 4 5 6 7 8 9 9' \ / \ / \ / \ / \ / \ 1- m 16 (— v v W • 18 17 t •A 15 14 13 12 11 3x4 it 16 5x6= 4x6= 4x6= 6x8= MT2OHS 10x10 = 5x6= 4x6= 4x6= FASTEN TRUSS TO BEARING FOR 7x6 ii THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 4-10-12 I 4-8-0 4-8-0 0-2-12 13-6-12 Scale=1:36.4 Plate Offsets(X,Y): [1:Edge,0-1-8],[10:Edge,0-1-8],[19:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.09 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.10 13-14 >999 240 MT2OHS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.82 Horz(CT) -0.06 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:107 lb FT=20%F, 11%E LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP DSS(flat) 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2(flat) bearing plate capable of withstanding 458 lb uplift at WEBS 2x4 SP No.3(flat)*Except*18-2,17-3:2x4 SP joint 10. No.2(flat) 8) Recommend 2x6 strongbacks,on edge,spaced at BRACING 10-00-00 oc and fastened to each truss with 3-10d TOP CHORD Structural wood sheathing directly applied or (0.131"X 3")nails. Strongbacks to be attached to walls 6-0-0 oc purlins, except end verticals. at their outer ends or restrained by other means. BOT CHORD Rigid ceiling directly applied or 2-11-6 oc 9) CAUTION,Do not erect truss backwards. bracing. 10)Hanger(s)or other connection device(s)shall be REACTIONS (lb/size) 10=86/ 16=3622/0 5-8 provided sufficient to support concentrated load(s)271 Uplift 86/Mechanical,2) lb down and 55 lb up at 0-1-8 on top chord. The Max Up Max Gray 10=-45810=231 ((L 6),16=3622(LC 1) design/selection of such connection device(s)is the responsibility of others. FORCES (Ib)-Maximum Compression/Maximum 11)In the LOAD CASE(S)section,loads applied to the face Tension of the truss are noted as front(F)or back(B). TOP CHORD 1-19=-2/0,9-10=-39/0,1-2=0/1431, LOAD CASE(S) Standard 2-3=0/4232,3-4=0/5134,4-5=0/3881, 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 5-6=0/2747,6-7=0/1728,7-8=-134/824, Plate Increase=1.00 8-9=0/0 Uniform Loads(lb/ft) BOT CHORD 18-19=0/0,17-18=-2740/0,16-17=-5791/0, Vert:10-19=-10,1-9=-100 15-16=-5791/0,14-15=-4494/0, Concentrated Loads(Ib) 13-14=-3293/0,12-13=-2219/0, 11-12=-1257/88,10-11=-415/158 Vert:1=-1705(B=-230) WEBS 3-16=-3525/0,1-18=-2296/0,2-18=0/2248, 2-17=-2569/0,3-17=0/2584,3-15=0/1606, 4-15=-1609/0,4-14=0/1299,5-14=-1257/0, 5-13=0/945,6-13=-917/0,6-12=0/791, 7-12=-761/0,7-11=0/696,8-11=-660/0, 8-10=-241/631 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless otherwise indicated. Joaquin Velez PE No.68182 4) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 5) Bearings are assumed to be:Joint 16 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVI911 Quality Criteria,03149 and SCSI Building Component 6904 Parke East Blvd. Sally MOrmationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job , . Truss Truss Type Ory Ply Melnyk T18278989 0801 F23 Floor Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:47 Page:1 ID:tiCN7DXZ9x0gYXeOL3iwijyfNgl-K4MFLsW dPCuw16YemmNJ9OPmy_fvDl6geHH8xhyX6Hw 1-0-14 I 1-0-14 1-0-14 I 1-0-14 I 11-2-7 3x6= 4x6= 4x6= 1 2 3 4 5 6 20 7 8 9 m I \/\ / \ / \ /\ / \ /\/ \if: 9 ♦I if / I .. • lt,18 17 j 15 14 13 12 11 FASTEN TRUSS TO BEARING FOR44_ 16 _ THE UPLIFT REACTION SHOWN 4x6 4x6= 3x6= WHILE PERMITTING NO UPWARD MOVEMENT OF TT BEARING. 4.7.4 I18-2-0 i 4-7-4 13-6-12 Scale=1:33.6 Plate Offsets(X,Y): [19:Edge,0-1-81 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.05 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.06 12-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.01 10 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb FT=20%F,11%E LUMBER 5) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2(flat) 6) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2(flat) bearing plate capable of withstanding 309 lb uplift at WEBS 2x4 SP No.3(flat) joint 19. BRACING 7) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD Structural wood sheathing directly applied or 10-00-00 oc and fastened to each truss with 3-10d 6-0-0 oc purlins, except end verticals. (0.131"X 3")nails. Strongbacks to be attached to walls BOT CHORD Rigid ceiling directly applied or 6-0-0 oc at their outer ends or restrained by other means. bracing. 8) CAUTION,Do not erect truss backwards. REACTIONS (lb/size) 10=699/Mechanical, 9) Hanger(s)or other connection device(s)shall be 16=1551/0-5-8,19=-137/ provided sufficient to support concentrated load(s)221 Mechanical lb down at 12-11-4 on top chord. The design/selection Max Uplift 19=-309(LC 4) of such connection device(s)is the responsibility of others. Max Gray 10=701(LC 4),16=1551(LC 1), 19=80(LC 3) 10)In thee LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD 1-19=-77/310,9-10=-45/0,1-2=0/257, Plate Increase=1.00 2-3=0/774,3-4=0/433,4-5=-602/0, Uniform Loads(Ib/ft) 5-6=-1201/0,6-20=-1331/0,7-20=-1331/0, Vert:10-19=-10,1-9=-100 7-8=-913/0,8-9=0/0 Concentrated Loads(lb) BOT CHORD 18-19=0/0,17-18=-504/0,16-17=-1071/0, Vert:20=-141 (B) 15-16=-1071/0,14-15=0/195,13-14=0/987, 12-13=0/1398,11-12=0/1247,10-11=0/557 WEBS 3-16=-1506/0,1-18=418/0,2-18=0/432, 2-17=-612/0,3-17=0/618,3-15=0/1014, 4-15=-990/0,4-14=0/667,5-14=-631/0, 5-13=0/351,6-13=-322/0,6-12=-108/0, 7-12=0/137,7-11=-543/0,8-11=0/578, 8-10=-853/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 4) Bearings are assumed to be:,Joint 16 SP No.2 6904 Parke East Blvd.Tampa FL 33610 crushing capacity of 565 psi. Date: October 3,2019 r __ 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. bill Design valid for use only with Mttek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and Muss systems,seeANSVIPI1 QuaMy Cdtsia,DSI-a9 and ICM Budding Component 6904 Parke East Blvd. Safety kifonnallonovailable from Truss Rate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job , Truss Truss Type Qty Ply Melnyk T18278990 0801 F24 Floor 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:47 Page 1 ID:uKtpSXiQyr9VXLmDvUd31 Pyf61 e-K4MFLs W dPCuw16YemmNJ9OPuZ_kSDOZgeHH8xhyX6Hw 1-1-12 1 3x4 n 3x4 3x4= 3x4 1 2 3 4 a 0 0o ao e - 6 3x6: 3x6= 3x4= 5-1-1 5-1-1 Scale=1:23.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:34 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=266/Mechanical,7=266/ Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-35/0,4-5=-35/0,1-2=0/0,2-3=-194/0, 3-4=0/0 BOT CHORD 6-7=0/183,5-6=0/183 WEBS 2-7=-287/0,2-6=0/18,3-6=0/18,3-5=-287/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s)for truss to truss connections. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANWIell Quality Cdteda,DS1139 and SCSI SuldYig Component 6904 Parke East Blvd. Safety fnformalloravailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278991 0801 F25 Floor Girder 1 1 Job Reference(optional) Gladder and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:48 Page.1 ID:73vDLcp3gcHE6jyyxtHA9Jyf61 V-oHwdYCXF9VOnf G7gKTuYhbx4903?ys_ptxl hT8yX6Hv 1-3-12 3x4 a 3x4 n 3x4 1 2 3 riimminmsamu whic o q ao ■iii \IMO tit va 3x6= 3x6 3-1-8 3-1-8 Scale=1:26 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:23 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=241/Mechanical,5=241/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-5=-55/0,3-4=-55/0,1-2=0/0,2-3=0/0 BOT CHORD 4-5=0/160 WEBS 2-5=-235/0,2-4=-235/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Bearings are assumed to be:Joint 5 SP No.2 crushing capacity of 565 psi. 3) Refer to girder(s)for truss to truss connections. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)166 lb down at 1-3-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads(Ib/ft) Joaquin Velez PE No.68182 Vert:4-5=-10,1-3=-100 MiTek USA,Inc.FL Cert 6634 Concentrated Loads(Ib) 6904 Parke East Blvd.Tampa FL 33610 Vert:2=-166(B) Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10032015 BEFORE USE. �- Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Cdteda,D5149 and SCSI Binding Component 6904 Parke East Blvd. Safety Mo,mattonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278992 0801 F26 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 0313:35:48 Page:1 ID:tiCN7DXZ9xQgYXeQL3iwijylNgl-oHwdYCXF9VOnfG7gKTuYhbx2Z03tyrLptxl hT8yX6Hv 1-1-5 0-1-8 I 1-1-6 I H 2x4= 3x6= 354= 354= 354= 1 2 3 4 m ��, /ALt, : Job , Truss Truss Type Qty Ply Melnyk T18278993 0801 F27 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville.FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:48 Page:1 ID:tiCN7DXZ9xOgYXeOL3iwijyfNgl-oHwdYCXF9VOnfG7gKTuYhbx?vO3LyrNptxl hT8yX6Hv 1-1-2 3x4 ri 3x4= 3x4= 3x4 rr 1 2 8 3 4 9 9 e 9 0 0 ao ao 5 6 3x6= 3x6= 3x4= 4-10-8 4-10-8 Scale=1:27 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.10. Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 lb FT=20%F,11%E LUMBER 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD 2x4 SP No.2(flat) Plate Increase=1.00 BOT CHORD 2x4 SP No.2(flat) Uniform Loads(lb/ft) WEBS 2x4 SP No.3(flat) Vert:5-7=-10,1-4=-100 BRACING Concentrated Loads(Ib) TOP CHORD Structural wood sheathing directly applied or Vert:2=-151 (B),8=20(B) 4-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 5=281/Mechanical,7=359/ Mechanical Max Uplift 5=-4(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-53/0,4-5=-83/0,1-2=0/0,2-8=-227/0, 3-8=-227/0,3-4=0/0 BOT CHORD 6-7=0/248,5-6=-76/186 WEBS 2-7=-400/0,2-6=-108/0,3-6=0/143, 3-5=-300/123 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Refer to girder(s)for truss to truss connections. 3) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4 lb uplift at joint 5. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)151 lb down at 1-2-4,and 409 lb up at 3-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6) In the LOAD CASE(S)section,loads applied to the face Joaquin Velez PE No.68182 of the truss are noted as front(F)or back(B). MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. leg,• Design valid for use only with MiTekl connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPII Quality Citteda.DS349 and SCSI Building Component 6904 Parke East Blvd. Safely Infotmaaonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Oty Ply Melnyk T18278994 0801 F28 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:49 Page.1 ID:tiCN7DXZ9xOgYXeQL31wilyf Ngl-GTU?IYYtwp8eHOi1 tBPnEpU2dnOPhFbz6bmF?ayX6Hu 1-4-8 0-1-8 I I 1-3-0 J 1-1-5 THA426 2x4= 4x6= 2x4 tr 3x6= 1 2 3 16 4 5 6 7 05 a, I o • oC 9 9 r o \ \ / \ / \/\I/A • 14�° . v. ................. . xx 12 11 10 ... .. 13 FASTEN TRUSS TO BEARING FOR 9 4x6= THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3x6= 1-8-4 9-6-011-1-8 1-8-4 7-9-12 I 1-7-8 Scale=1:27.7 Plate Offsets(X,Y): [2:0-1-8,Edge],[8:Edge,0-1-8],[13:0-1-8,Edge],[15:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.01 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(CT) -0.01 10-11 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:70 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 7) CAUTION,Do not erect truss backwards. BRACING 8) Use Simpson Strong-Tie THA426(Single Chord Girder) TOP CHORD Structural wood sheathing directly applied or or equivalent at 4-11-12 from the left end to connect 6-0-0 oc purlins, except end verticals. truss(es)to front face of top chord. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 9) Fill all nail holes where hanger is in contact with lumber. bracing. 10)In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 8=-241/1-7-8,9=943/1-7-8, of the truss are noted as front(F)or back(B). 13=948/0-5-8,14=-201/0-5-8 LOAD CASE(S) Standard Max Uplift 8=-241(LC 1),14=-253(LC 3) 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Max Gray 8=-159(LC 2),9=944(LC 3), Plate Increase=1.00 13=948(LC 1),14=-88(LC 2) Uniform Loads(Ib/ft) Vert:8-14=-10,1-7=-100 FORCES (Ib)-Maximum Compression/Maximum Concentrated Loads(Ib) Tension Vert:16=-259(F) TOP CHORD 14-15=0/256,1-15=0/256,7-8=0/244, 1-2=0/264,2-3=-105/0,3-16=-504/0, 4-16=-504/0,4-5=-315/0,5-6=0/280, 6-7=0/280 BOT CHORD 13-14=-10/0,12-13=-264/0,11-12=0/448, 10-11=0/542,9-10=0/74,8-9=0/0 WEBS 2-13=-661/0,6-9=-153/0,1-13=-366/0, 2-12=0/610,3-12=-588/0,3-11=0/99, 4-11=-69/0,4-10=-389/0,5-10=0/414, 5-9=-585/0,7-9=-410/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. MiTek USA,Inc.FL Cert 6634 5) Provide mechanical connection(by others)of truss to 6904 Parke East Blvd.Tampa FL 33610 bearing plate capable of withstanding 253 lb uplift at joint 14 and 241 lb uplift at joint 8. Date: October 3,2019 MIME V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPl1 Quality Cdteda,DSI-89 and SCSI Badding Component 6904 Parke East Blvd. Safety IMormaMonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278995 0801 F29 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:49 Page:1 ID:IDmPotlUwfw3gg9wm9E5OoyndEL-GTU?IYYtwp8eHOi1 tBPnEpUCdnKIhG7z6bmF?ayX6Hu 0-11-0 0-11-15 I 2-0-0 I 0-11-15 0-11-15 -11-1i 0-11-12 0-1-8 3x6= 2x4 2x4 1 2 3 4 5 6 7 • E \j\ 8 • 14 13 12 11 10 9 2x4u 2x4 2x4= TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 10-6-12 3-4-4 14-4-4 15-4-4 I 9-3-8 9-6-4 10- -4 3-4-4 1-0-0 1-0-0 3-11-4 0-2-12 0-1-8 1-0-8 Scale=1:36.9 [3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],(15:Edge,0-1-8],[16:0-1-8,0-1-0], Plate Offsets(X,Y): [17:0-1-8,0-1-0] Loading (psf) Spacing 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.04 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(CT) -0.05 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:66 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 7) CAUTION,Do not erect truss backwards. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS (lb/size) 9=507/0-5-8,15=405/Mechanical Max Gray 9=507(LC 1),15=409(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-15=-399/0,8-16=0/2,16-17=0/2,7-17=0/2, 1-2=-237/0,2-3=-596/0,3-4=-596/0, 4-5=-527/0,5-6=-228/0,6-7=-5/25 BOT CHORD 14-15=0/0,13-14=0/452,12-13=0/596, 11-12=0/596,10-11=0/435,9-10=-25/5, 8-9=0/0 WEBS 3-13=-188/0,4-12=-77/38,6-9=-466/0, 1-14=0/404,2-14=-397/0,2-13=0/325, 4-11=-203/0,5-11=0/195,5-10=-388/0, 6-10=0/398,7-9=-44/10 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 9 SP No.2 crushing capacity of 565 psi. 5) Refer to girder(s)for truss to truss connections. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 4 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/lPl1 Quality Criteria,DSB-$9 and SCSI Bolding Component 6904 Parke East Blvd. Satiety fnfonnaHonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278996 0801 F30 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:49 Page:1 ID:BzayuuT8jymdbJXjsE W SElyndGj-GTU?IYYtwpBeHQi 1 tBPnEpUC1 nLLhG?z6bmF?ayX6Hu 0-10-7 0-10-7 0-11-15 I I I 2-0-0 0-1,8 -11-15I 0-11-15I 0-11-12I i-10-7I H 2x4= 3x6= 2x4 ii 3x6= 2x4 ii 1 2 L3 4 5 6 7 8 L •. Lr il o �. O — 17\/\IT \/\/-\/\D4 m 16 15 14 13 12 10 11 2x4 ii 2x4= 2x4 ii TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3-4-4 4-4-4 5 4-4 9-3-8 9-6-4 12-3-2 12-4-10 3-4-4 11-0-0 11-0-0 I 3-11-4 I I 2-8-14 II 0-2-12 0-1-8 Scale=1:34.8 Plate Offsets(X,Y): [3:0-1-8,Edge],[4:0-1-8,Edge[,[8:0-1-8,Edge],[14:0-1-8,Edge[,[15:0-1-8,Edge],[17:Edge,0-1-8],[18:0-1-8,0-1-0],[19:0-1-8,0-1-0] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.04 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.05 13-14 >999 240 BCLL 0.0 Rep Stress!nor YES WB 0.20 Horz(CT) 0.01 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:76 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 7) CAUTION,Do not erect truss backwards. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 11=687/0-5-8,17=375/Mechanical Max Gray 11=687(LC 1),17=401 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-392/0,9-18=-21/0,18-19=-21/0, 8-19=-21/0,1-2=-232/0,2-3=-573/0, 3-4=-573/0,4-5=-494/0,5-6=-183/122, 6-7=0/102,7-8=0/0 BOT CHORD 16-17=0/0,15-16=0/440,14-15=0/573, 13-14=0/573,12-13=-55/395,11-12=-200/0, 10-11=-200/0,9-10=-18/0 WEBS 3-15=-179/6,4-14=-68/72,6-11=-658/0, 1-16=0/396,2-16=-384/0,2-15=-9/306, 4-13=-275/0,5-13=0/241,5-12=-415/0, 6-12=0/421,6-10=0/189,7-10=-178/0, 7-9=0/34 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 11 SP No.2 crushing capacity of 565 psi. 5) Refer to girder(s)for truss to truss connections. Joaquin USA,Inc. NCert 62 MiTek I .FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekr.connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DSB49 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infommaflonovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278997 0801 F31 Floor 10 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:50 Page:1 ID:b02g_Qsi150V8tt9ZpdGLiyndlo-kf2NzuYVh7GUuaHDRuwOnO1 LXBf_ojh6KFWoYOyX6Ht I0- `11-151 2-0-0 I IO-11-6I I0'11-6I [ I 01;8 1-1 10-11-151 10-11-151 10-11-61 1 0-11-6 1 11-0-8 I 2x4= 3x6= 2x4 ri 2x4 n 3x6= 1 2 3 4 5 6 7 8 9 a 0 V\c 00 1® " o0 /\1; ,1 •a a w .a 10 17 16 15 14 13 jpr4 11 12 2x4 ri 2x4= 3x6= TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3-4-4 4-4-4 5-4-4 9-3-8 9-6-4 13-9-12 13-11-4 3-4-4 1 1-0 0 1 1-0-0 1 3-11-4 0-2 112 4-3-8 0-1-8 Scale=1:32.4 Plate Offsets(X,Y): [3:0-1-8,Edge],[4:0-1-8,Edge],[9:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,Edge],[18:Edge,0-1-8],[19:0-1-8,0-1-0],[20:0-1-8,0-1-0] Loading (psf) Spacing 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.04 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.05 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:86 lb FT=20%F,11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 7) CAUTION,Do not erect truss backwards. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:17-18. REACTIONS (lb/size) 12=880/0-5-8,18=318/Mechanical Max Gray 12=880(LC 1),18=383(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-377/0,10-19=-22/0,19-20=-22/0, 9-20=-22/0,1-2=-222/0,2-3=-525/84, 3-4=-525/84,4-5=-427/218,5-6=-110/410, 6-7=0/531,7-8=0/142,8-9=0/0 BOT CHORD 17-18=0/0,16-17=-6/416,15-16=-84/525, 14-15=-84/525,13-14=-314/320, 12-13=-531/0,11-12=-276/0,10-11=-21/0 WEBS 3-16=-159/67,4-15=-48/140,6-12=-539/0, 1-17=0/378,2-17=-357/36,2-16=-138/264, 4-14=-406/0,5-14=0/317,5-13=-464/0, 6-13=0/496,7-12=-424/0,7-11=0/239, 8-11=-218/0,8-10=0/35 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 12 SP No.2 crushing capacity of 565 psi. Joaquin Velez PE Carto.6882 5) Refer to girder(s)for truss to truss connections. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mired(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPII Quality Cdteda,DSB49 and BCSI Belding Component 6904 Parke East Blvd. Safety Ydomlatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278998 0801 F32 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:50 Page:1 ID:hQbFPZXbBTsgkBXjtOcOUXylLgo-kf2NzuYVh7GUuaHDRuwOnO1 QNBcDQbz6KFWOY0yX6Ht 0-11-6 0-1-8 5x8 u THA426 THA426 THA426 3x6 u 2x4= 3x6 n 5x8 ri 5x6 n 4x6 n 3x6 n 1 2 3 4 5 6 7 q4 9 A /A\ / /%9 s12 11 10 •9 7x6= 5x6 n 5x8 n 5x8 n 4x6 n 7x6 9-11-8 9-11-8 Scale=1:29.1 Plate Offsets(X,Y): [8:Edge,0-3-0],[13:Edge,0-3-0],[14:0-1-8,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.05 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.06 10-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:88 lb FT=20%F,11%E LUMBER 7) In the LOAD CASE(S)section,loads applied to the face TOP CHORD 2x4 SP No.2(flat) of the truss are noted as front(F)or back(B). BOT CHORD 2x4 SP No.2(flat) LOAD CASE(S) Standard WEBS 2x4 SP No.3(flat) 1) Dead+Floor Live(balanced):Lumber Increase=1.00, OTHERS 2x4 SP No.3(flat) Plate Increase=1.00 BRACING Uniform Loads(lb/ft) TOP CHORD Structural wood sheathing directly applied or Vert:8-13=-10,1-7=-100 6-0-0 oc purlins, except end verticals. Concentrated Loads(Ib) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:4=-1772(B),5=-129(B),6=-136(B) bracing. REACTIONS (lb/size) 8=1620/0-5-8,13=1477/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 13-14=-36/0,1-14=-36/0,7-8=-43/0,1-2=0/0, 2-3=-1868/0,3-4=-3387/0,4-5=-3471/0, 5-6=-2034/0,6-7=0/0 BOT CHORD 12-13=0/1017,11-12=0/2700,10-11=0/4068, 9-10=0/2868,8-9=0/1182 WEBS 2-13=-1753/0,2-12=0/1533,3-12=-1499/0, 3-11=0/1237,4-11=-1227/0,4-10=-1076/0, 5-10=0/1086,5-9=-1502/0,6-9=0/1533, 6-8=-1961/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION,Do not erect truss backwards. 5) Use Simpson Strong-Tie THA426(8-16d Girder,6-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 4-11-12 from the left end to 8-11-12 to connect truss(es) Joaquin Velez PE No.68182 to back face of top chord. MiTek USA,Inc.FL Cert 6634 6) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Masi*" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS/1PI1 Quality Colloid.D56119 and IIICSI Bidding Component 6904 Parke East Blvd. Safety Mmmalonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job c Truss Truss Type Qty Ply Melnyk T18278999 0801 F33 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:51 Page:1 ID:nDNOBn RAzmmFgaYgKz3W wlynbeA-CscmAEZ7SOOLW ksP?cRFJEZW wb5595NGZVFL4TyX6Hs 0-6-8 H 0-11-10 0-1-8 H N 3x6w 3x6 u 2x4= 4x6 4x6 n 3x6 ii 2 3 4 X11 11 /� amnia 11011 1211a1114 EVIt 7 2x4= • 6x8= 3x6 3x6 n 6x8= TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 0-9-8 0-1-81-0-4 II I I 4-1--102 0-1-8 0-8-0 0-2-12 Scale=1:42.1 Plate Offsets(X,Y): [1:0-1-8,0-0-8],[10:0-1-8,0-0-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:51 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 6=1865/Mechanical,8=2751/0-5-8 Max Gray 6=1872(LC 4),8=2751 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 9-10=-58/0,1-10=-58/0,5-6=-300/0, 1-2=0/133,2-3=0/120,3-4=-1133/0,4-5=0/0 BOT CHORD 8-9=-3/0,7-8=0/1104,6-7=0/1190 WEBS 2-8=-871/0,1-8=-239/0,3-8=-1974/0, 3-7=0/60,4-7=-109/0,4-6=-1947/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Bearings are assumed to be:Joint 8 SP DSS crushing capacity of 660 psi. 4) Refer to girder(s)for truss to truss connections. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Joaquin Velez PE No.68182 Plate Increase=1.00 Mitek USA,Inc.FL Cert 6634 Uniform Loads(Ib/ft) 6904 Parke East Blvd.Tampa FL 33610 Vert:6-9=-10,1-5=-929 Date: October 3,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Milek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdt da,DMI-119 and BCSI Building Component 6904 Parke East Blvd. Safety lifonnallonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18279000 0801 F34 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:51 Page:1 ID:nDNOBnRAzmmFgaYgKz3W wlynbeA-CscmAEZ7SQOLW ksP?cRFJEZZBb5U9BKGZvFL4TyX6Hs 0-6-8 H 0-1-8 H 11-0-01 3x4= 4x6= 2x4= 3x6= 3x4= 1 2 3 4 Pi 7 6 3x4 2x4= 3x4= 3x4 ri 2x4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED 4x6= LOADS AT ITS CANTILEVERED END(S). 1-0-4 0-9-8 0-1-8 II ►I 4-1-125-2-0 0-1-8 0-8-0 0-2-12 Scale=1:45.1 Plate Offsets(X,Y): [1:Edge,0-1-8],[1:0-1-8,0-1-0],[2:0-1-8,Edge],[5:Edge,0-1-8],[10:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.00 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:38 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 5=223/Mechanical,8=317/0-5-8 Max Gray 5=229(LC 4),8=317(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 9-10=-1/1,1-10=-1/1,4-5=-225/0, 1-2=-10/14,2-3=-104/0,3-4=-103/0 BOT CHORD 8-9=0/0,7-8=-14/10,6-7=0/183,5-6=0/0 WEBS 2-8=-298/0,1-8=-32/24,2-7=0/170, 3-7=-151/0,3-6=-147/0,4-6=0/175 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Bearings are assumed to be:Joint 8 SP No.2 crushing capacity of 565 psi. 4) Refer to girder(s)for truss to truss connections. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Quality Criteria,DSB89 and BCSI Bolding Component 6904 Parke East Blvd. Safety lrfomralarovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job ; Truss Truss Type Qty Ply Melnyk T18279001 0801 F35 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:51 Page:1 ID:V_OwjgBdp2bg051fbCezUcyfNbZ-CscmAEZ7SOOLWksP?cRFJEZcKb6T9C7GZvFL4TyX6Hs 3x4 II 3x4 ii 1 2 3 4 5 6 7 8 9 10 11 12 13 14 9. � ° ° a�I I i 1 o ao I 9 r F e • B C 4 J , ill, • I 9 V b e 3)(4 ii 27 26 25 24 23 22 21 20 19 18 17 16 3x4 ii 8-4-8 16-7-8 8-4-8 8-3-0 Scale=1:31.2 Plate Offsets(X,Y): [15:Edge,0-1-8],[28:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horiz(TL) 0.00 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:83 lb FT=20%F,11%E LUMBER 5) Gable studs spaced at 1-4-0 oc. TOP CHORD 2x4 SP No.2(flat) 6) All bearings are assumed to be SP No.2 crushing BOT CHORD 2x4 SP No.2(flat) capacity of 565 psi. WEBS 2x4 SP No.3(flat) 7) Recommend 2x6 strongbacks,on edge,spaced at OTHERS 2x4 SP No.3(flat) 10-00-00 oc and fastened to each truss with 3-10d BRACING (0.131"X 3")nails. Strongbacks to be attached to walls TOP CHORD Structural wood sheathing directly applied or at their outer ends or restrained by other means. 6-0-0 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=63/16-7-8,16=142/16-7-8, 17=148/16-7-8,18=147/16-7-8, 19=145/16-7-8,20=153/16-7-8, 21=103/16-7-8,22=103/16-7-8, 23=153/16-7-8,24=145/16-7-8, 25=147/16-7-8,26=148/16-7-8, 27=142/16-7-8,28=63/16-7-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-28=-56/0,14-15=-56/0,1-2=-7/0,2-3=-7/0, 3-4=-7/0,4-5=-7/0,5-6=-7/0,6-7=-7/0, 7-8=-7/0,8-9=-7/0,9-10=-7/0,10-11=-7/0, 11-12=-7/0,12-13=-7/0,13-14=-7/0 BOT CHORD 27-28=0/7,26-27=0/7,25-26=0/7,24-25=0/7, 23-24=0/7,22-23=0/7,21-22=0/7,20-21=0/7, 19-20=0/7,18-19=0/7,17-18=0/7,16-17=0/7, 15-16=0/7 WEBS 2-27=-130/0,3-26=-134/0,4-25=-133/0, 5-24=-132/0,6-23=-139/0,7-220-93/0, 13-16=-130/0,12-17=-134/0,11-18=-133/0, 10-19=-132/0,9-20=-139/0,8-210-93/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 3) Gable requires continuous bottom chord bearing. MiTek USA,Inc.FL Cert 6634 4) Truss to be fully sheathed from one face or securely 6904 Parke East Blvd.Tampa FL 33610 braced against lateral movement(i.e.diagonal web). Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Miele is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVlP11 Quality Criteria.DSB-89 and BCSI Belding Component 6904 Parke East Blvd. Safety Informalbrgvailabie from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • 718279002 0801 F36 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:52 Page:1 ID:rPmzdvrRe7yoQea5PccApVyfNcO-g2A8OaalDkWC8tRcZJyUsR6g0?LPuXnPoZ?vcvyX6Hr 1-2-15 1-2-15 I 11-2-15 1-1-12 1-2-15 I 1-2-15 I 1-2-15 I I 2-0-0 4x6= 3x4= 3x4= 4x6= 4x6= 3x4= 3x4= 4x6_ 1 2 3 4 5 6 7 8 v o A \ / 9 /1 17 16 15 14 13 12 11 10 e 3x4 ti 4x6= 2x4 n 3x4= 4x6= 4x6= 3x4= 2x4 n 4x6= 3x4 ti 7-10-017-1-0 7-10-0 1 810 -0 1 1-0-0 I 7-3-0 Scale=1:31.9 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[9:Edge,0-1-8],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.15 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.20 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:97 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=926/Mechanical,18=926/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-920/0,8-9=-919/0,1-2=-723/0, 2-3=-1773/0,3-4=-2349/0,4-5=-2508/0, 5-6=-2271/0,6-7=-1676/0,7-8=-678/0 BOT CHORD 17-18=0/0,16-17=0/1363,15-16=0/2163, 14-15=0/2508,13-14=0/2508,12-13=0/2508, 11-12=0/2054,10-11=0/1277,9-10=0/0 WEBS 4-14=-196/169,5-13=-143/239,1-17=0/1089, 2-17=-1020/0,2-16=0/652,3-16=-622/0, 3-15=0/375,4-15=-466/42,5-12=-571/0, 6-12=0/424,6-11=-634/0,7-11=0/669, 7-10=-1004/0,8-10=0/1066 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:Joint 18 SP DSS crushing capacity of 660 psi. 5) Refer to girder(s)for truss to truss connections. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d Joaquin Velez PE No.68182 (0.131"X 3")nails. Strongbacks to be attached to walls MiTek USA,lee.FL Cert 6634 at their outer ends or restrained by other means. LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPIl Quality Cdteda,05149 and SCSI Building Component 6904 Parke East Blvd. Safety kiformalbnovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278980 0801 F14 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:43 Page:1 ID:Pm2D2J3emjGAl9het63gs9yfMZt-RJ7kVVT6LzOUZV FIXwI N_YE6UNGyHVt4jfJwpwyX61_ 2-0-0 I 1-2-13 I 1-2-13 1-1-14 I 1-2-13 I I 1-2-13 4x6= 4x6= 1 2 3 4 5 6 7 • • o w /1//-a; °P 1E 15 14 13 12 11 10 9 2x4 n 4x6= 2x4 n 4x6= 7-3-12 I 8-3-12 I 9-3-12 I 14-7-8 7-3-12 1-0-0 1-0-0 5-3-12 Scale=1:30.8 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[8:Edge,0-1-8],[11:0-1-8,Edge],[12:0-1-8,Edge],[16:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.17 12-13 >988 240 BCLL 0.0 Rep Stress!nor YES WB 0.43 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:84 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=791/0-3-8,16=791/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-786/0,7-8=-789/0,1-2=-571/0, 2-3=-1372/0,3-4=-1764/0,4-5=-1790/0, 5-6=-1424/0,6-7=-601/0 BOT CHORD 15-16=0/0,14-15=0/1070,13-14=0/1663, 12-13=0/1790,11-12=0/1790,10-11=0/1790, 9-10=0/1122,8-9=0/0 WEBS 4-12=-246/73,5-11=-38/269,1-15=0/893, 2-15=-832/0,2-14=0/504,3-14=-485/0, 3-13=0/258,4-13=-282/141,5-10=-643/0, 6-10=0/483,6-9=-833/0,7-9=0/909 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP DSS crushing capacity of 660 psi. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 82 LOAD CASE(S) Standard MiTek IUSA,n Velez PE 1 Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. "mu�- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdtr da,DSB-S9 and SCSI Bolding Component 6904 Parke East Blvd. Safety mfomlaflonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278981 0801 F15 6 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:43 Page:1 ID:u2i IXvvwW wyOXmTvQ6o?9iyf MYo-RJ7kVVT6LzOUZV FtXwI N_YE7CNGeH V44ifJwpwyX61_ 2-0-0 I 1-2-13 1-2-13 1-1-2 1-2-13 I 11-2-13 4x6= 4x6 1 2 3 4 5 6 7 0 Y - a a a o \ o a9 1fi aD 15 14 13 12 11 10 9 2x4 ri 4x6= 2x4 a 4x6= 6-11-4 7-11-4 I 8-11-4 I 14-3-0 6-11-4 1-0-0 1-0-0 5-3-12 Scale=1:30.8 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[8:Edge,0-1-8],[11:0-1-8,Edge],[12:0-1-8,Edge],[16:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.12 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.15 12-13 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.42 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:82 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=770/0-3-8,16=770/Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-16=-765/0,7-8=-767/0,1-2=-531/0, 2-3=-1278/0,3-4=-1659/0,4-5=-1707/0, 5-6=-1373/0,6-7=-583/0 BOT CHORD 15-16=0/0,14-15=0/993,13-14=0/1553, 12-13=0/1707,11-12=0/1707,10-11=0/1707, 9-10=0/1089,8-9=0/0 WEBS 4-12=-226/88,5-11=-51/242,1-15=0/856, 2-15=-799/0,2-14=0/493,3-14=-474/0, 3-13=0/265,4-13=-302/111,5-10=-596/0, 6-10=0/454,6-9=-809/0,7-9=0/882 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Bearings are assumed to be:,Joint 8 SP DSS crushing capacity of 660 psi. 5) Refer to girder(s)for truss to truss connections. 6) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls Joaquin Velez PE No.68182 at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANCVWPIl Quality Criteria.DS/149 and BCCI Balding Component 6904 Parke East Blvd. Safely YifonnaNanovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job * Truss Truss Type Qty Ply Melnyk T1827a9a2 0801 F16 Floor Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:44 Page:1 I D:u2 i IXwwW wyOXmTvQ6o?9iyf MYo-vVh6igUk6H W LAtg35dpcXlnGomZSOg3 EyJ3UKNyX6Hz 1-1-2 I 11-1-2 I 11-1-2 1 0-9-14 11-1-2 I 11-1-2 I 11-1-2 I I 2-0-0 THA426 THA426 THA426 Special 10x12= 7x8 ii 4x6 n 3x6 a 4x6 t 5x8 ii 6x8 n 10x12= 1 19 2 20 3 21 4 5 6 7 22 8 o - / /� `� o nF. `v v -/ 17 16 15 14 13 12 11 10 5x6 a 7z8= 3x6 ii 3x6 ii 6x8 a 5x6 ii MT2OHS 10x10 s 3x6 ii 5x8 ii MT2OHS 10x10 ii I 6-11-4 7-11-41 -11-41 14-3-0 6-11-4 11-0-0 18-0-0 i 5-3-12 Scale=1:38.5 Plate Offsets(X,Y): [1:Edge,0-3-0],[5:0-3-0,Edge],[8:0-3-0,Edge],[10:0-3-0,Edge],[13:0-3-0,Edge],[17:0-3-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.18 14-15 >911 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.24 14-15 >708 240 MT2OHS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.95 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:122 lb FT=20%F, 11%0E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat)*Except*17-1,10-8:2x4 SP at their outer ends or restrained by other means. No.2(flat) 7) Use Simpson Strong-Tie THA426(8-16d Girder,6-16d BRACING Truss)or equivalent spaced at 2-0-0 oc max.starting at TOP CHORD Structural wood sheathing directly applied or 1-2-12 from the left end to 5-0-12 to connect truss(es)to 6-0-0 oc purlins, except end verticals. front face of top chord. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Fill all nail holes where hanger is in contact with lumber. bracing. 9) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)571 REACTIONS (lb/size) 9=2508/0-3-8,18=2395/ lb down and 145 lb up at 6-11-4,571 lb down and 145 Mechanical lb up at 8-11-4,and 571 lb down and 145 lb up at Max Gray 9=2653(LC 4),18=2605(LC 3) 10-11-4,and 571 lb down and 145 lb up at 12-11-4 on FORCES (Ib)-Maximum Compression/Maximum top chord. The design/selection of such connection Tension device(s)is the responsibility of others. TOP CHORD 1-18=-2582/0,8-9=-2616/0,1-19=-2074/0, 10) In the LOAD CASE(S)section,loads applied to the face 2-19=-2074/0,2-20=-5144/0,3-20=-5144/0, of the truss are noted as front(F)or back(B). 3-21=-6644/0,4-21=-6644/0,4-5=-6642/0, LOAD CASE(S) Standard 5-6=-5632/0,6-7=-4013/0,7-22=-1611/0, 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 8-22=-1611/0 Plate Increase=1.00 BOT CHORD 17-18=0/0,16-17=0/3925,15-16=0/6372, Uniform Loads(lb/ft) 14-15=0/6642,13-14=0/6642,12-13=0/6642, Vert:9-18=-10,1-8= 100 11-12=0/4976,10-11=0/3024,9-10=0/0 Concentrated Loads(Ib) WEBS 4-14=-610/0,5-13=0/733,1-17=0/3180, Vert:4=-491 (F),5=-491 (F),6=-491 (F),19=-166 2-17=-3029/0,2-16=0/1995,3-16=-2010/0, 3-15=-162/639,4-15=392/426, (F),20=-601 (F),21=-630(F),22=-491 (F) 5-12=-2061/0,6-12=0/1525,6-11=-1919/0, 7-11=0/1968,7-10=-2814/0,8-10=0/2897 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 4) Bearings are assumed to be:,Joint 9 SP DSS crushing Mitek USA,Inc.FL Cert 6634 capacity of 660 psi. 6904 Parke East Blvd.Tampa FL 33610 5) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi'- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPIl Quality Criteria,DSB49 and SCSI Bonding Component 6904 Parke East Blvd. Safety Infotmalionovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18278983 0801 F17 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:44 Page:1 ID:MPzdsgSTapuKfmJ170YNhuyf43Q-vVh6igUk6H W LAfg35dpcXInL1 md00ymEyJ3UKNyX6Hz 0-1-8 1-2-4 2x4 4x6= 2x4 rr 3x6= 1 2 3 4 5 6 7 -5 co 13 12 11 10 9 3x6= 4x6= 13-7-0 13-7-0 Scale=1:26.6 Plate Offsets(X,Y): [7:0-1-8,Edge],[14:Edge,0-1-8],[15:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.05 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(CT) -0.08 10-11 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.39 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:79 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS (lb/size) 8=727/0-5-8,14=733/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-14=-728/0,8-15=-35/0,7-15=-35/0, 1-2=-535/0,2-3=-1259/0,3-4=-1555/0, 4-5=-1457/0,5-6=-951/0,6-7=-1/0 BOT CHORD 13-14=0/0,12-13=0/1004,11-12=0/1495, 10-11=0/1598,9-10=0/1298,8-9=0/583 WEBS 1-13=0/825,2-13=-768/0,2-12=0/417, 3-12=-386/0,3-11=0/100,4-11=-70/0, 4-10=-232/0,5-10=0/260,5-9=-568/0, 6-9=0/603,6-8=-896/0 NOTES 1) All plates are 3x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not141111 a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPII Quality Camila,08549 and SCSI Building Component 6904 Parke East Blvd. Safety Yrfomralbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278984 0801 F18 Floor 10 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:45 Page:1 ID:sxQaPDM_bmbP2g112XSbnEyncns-NiFUwAUMtaeCopPGeLKr4zJUKAw7IQGNBzo1 spyX6Hy 1-1-0 0-1,8 0-1-8 H ass= 2-0-0 I 254= 2x4= 2x4 it 4x6= 2x4 1 2 3 4 5 6 7 8 18 9 /is 9 22SS 15 14 13 12 11 10 4x6= 4x6= 5-9-8 5-9-8 11-0-0 I 1-0-0 I 13-7-0 Scale=1:34.8 Plate Offsets(X,Y): [1:Edge,0-1-8],[4:0-1-8,Edge],[5:0-1-8,Edge],[8:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[17:0-1-8,0-1-0],[18:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.09 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT) -0.11 13-14 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.38 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:79 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=727/0-5-8,16=727/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 16-17=-723/0,1-17=-722/0,9-18=-723/0, 8-18=-722/0,1-2=-501/0,2-3=-1185/0, 3-4=-1562/0,4-5=-1562/0,5-6=-1562/0, 6-7=-1185/0,7-8=-501/0 BOT CHORD 15-16=0/29,14-15=0/934,13-14=0/1420, 12-13=0/1562,11-12=0/1420,10-11=0/934, 9-10=0/29 WEBS 4-13=-256/0,5-12=-256/0,6-12=0/424, 6-11=-409/0,7-11=0/437,7-10=-754/0, 8-10=0/790,1-15=0/790,2-15=-754/0, 2-14=0/437,3-14=-409/0,3-13=0/424 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls Joaquin Velez PE No.68182 at their outer ends or restrained by other means. MiTek USA,Inc.FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pal Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Quality Cdlida,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnallenovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18278985 0801 F19 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:45 Page 1 ID:SuolvpkQllV?GbuFNXVtXnyncnN-NiFUwAUMtaeCopPGeLKr4zJVCA_rIHINBzo1spyX6Hy 1-1-0 0-1;8 I 1-11-0 I H 0-1-8r 2-0-8 I 1 1-0 H I 208 I I I I 2-0-0 I 5x8 a MT2OHS 10x10 = 3x6 a 2x4= 2x4= 3x6 n 5x6 a 5x6 a MT2OHS 10x10 = 5x8 a 1 2 3 4 5 6 7 8 - • . - 11 % N r � 9 ��-'Il 1g �� ob • 16 ::::::•;•;•:•;•;•;• : • : • �:❖:❖:❖•• 9 ,..,,,.�,., 14 13 12 11 ,,,,,.V. 1 0x12= 15 5x8 a 3x6 ii 3x6 n 5x8 a 8x1102_ 8x12= 10x12= I 1-7-0 I 6-9-8 4 2 8 11-0-0 11-0-0 I 4-2-8 I 13-7-01 1-7-0 I Scale=1:37.9 [1:Edge,0-1-8],[1:0-1-8,0-1-8],[3:0-3-0,Edge],[4:0-3-O,Edge],[5:0-3-0,Edge],[6:0-3-4,Edge],[8:0-3-0,Edge],[8:0-1-8,0-1-8],[9:Edge,0-3-0],[10:0-5-4,Edge], Plate Offsets(X,Y): [11:0-3-O,Edge],[12:0-3-0,Edge],[14:0-3-0,Edge],[15:0-3-8,Edge],[16:Edge,0-3-0] Loading (psf) Spacing 2-0-0 CSI DER in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.12 12-13 >999 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:119 lb FT=20%F,11%E LUMBER 5) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP DSS(flat) bearing plate capable of withstanding 1988 lb uplift at BOT CHORD 2x4 SP DSS(flat) joint 16 and 1970 lb uplift at joint 9. WEBS 2x4 SP No.3(flat)'Except'15-3,10-6:2x4 SP 6) This truss has large uplift reactions at jt.s 9,16 from gravity load No.2(flat) cases.Proper connection is required to secure truss OTHERS 2x4 SP No.3(flat) against upward movement at the bearings.Building BRACING designer must provide for uplift reactions indicated. TOP CHORD Structural wood sheathing directly applied or 7) Recommend 2x6 strongbacks,on edge,spaced at 6-0-0 oc purlins, except end verticals. 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD Rigid ceiling directly applied or 10-0-0 oc (0.131"X 3")nails. Strongbacks to be attached to walls bracing. at their outer ends or restrained by other means. REACTIONS (lb/size) 9=-1970/1-7-0,10=7021/1-7-0, 8) CAUTION,Do not erect truss backwards. 15=6984/1-7-0,16=-1941/1-7-0 LOAD CASE(S) Standard Max Uplift 9=-1970(LC 1),16=-1988(LC 4) 1) Dead+Floor Live(balanced):Lumber Increase=1.00, Max Gray 9=-907(LC 7),10=7021(LC 4), Plate Increase=1.00 15=6984(LC 1),16=-892(LC 8) Uniform Loads(Ib/ft) FORCES (Ib)-Maximum Compression/Maximum Vert:9-16=-10,1-8=-747 Tension TOP CHORD 1-16=0/1851,8-9=0/1835,1-2=0/1890, 2-3=0/1877,3-4=-2816/0,4-5=-5117/0, 5-6=-2602/0,6-7=0/1930,7-8=0/1942 BOT CHORD 15-16=0/0,14-15=0/2816,13-14=0/5117, 12-13=0/5117,11-12=0/5117,10-11=0/2602, 9-10=0/0 WEBS 4-13=0/73,5-12=-6/60,3-15=-5559/0, 3-14=0/1460,4-14=-2803/0,5-11=-3004/0, 6-11=0/1519,6-10=-5463/0,2-15=-1751/0, 1-15=-2718/0,7-10=-1662/0,8-10=-2794/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. 4) All bearings are assumed to be SP DSS crushing Mitek USA,Inc.FL Cert 6634 capacity of 660 psi. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIM1 Quality Cdteda,D38-19 and SCSI Bolding Component 6904 Parke East Blvd. Safety Moanaaapvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278971 0801 F4 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:39 Page:1 I D:6PXh Uelq rCcJhO2ycVj98Tyf4Jq-ZYtDf7OcHkt24ux614DRq i3SOIsgLYGVo2 Ljg9yX612 1-0-4 I I 1-0-4 1-1-9 I I 1-0-4 1-0-3 1-0-4 I 0-1-8, 1-1-9 I 11-1-9 I 11-0-4 J I 2-0-0 I 3x6 n 3x4= H 7x6= 2x4= 6x8= 6x8= 4x6 3x4= 3x6= 3x6 a 3x6 a 4x6 5x6= 1 2 3 4 5 6 7 8 9 10 11 12 xvz \ \" _/ \ / \ • 13 - 21 20 19 18 17 16 1514 4x6 a 7x6= 3x4= 5x6= 5x6= 7x8= 3x4= 4x6= 4x6= 4x6= 3-8-8 9-0-0 3-8-8 I 5 3 8 11-0-0 11110-0 I 16-5-8 Scale=1:36.5 Plate Offsets(X,Y): [1:Edge,0-1-8],[3:0-1-8,Edge],[8:0-3-0,Edge],[12:0-1-8,Edge],[13:Edge,0-1-8],[16:0-1-8,Edge],[17:0-1-8,Edge],[20:0-1-8,Edge],[22:Edge,0-1-8],[23:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.21 17-18 >946 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.65 Vert(CT) -0.28 17-18 >687 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.05 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb FT=20%F,11%E LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP DSS(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP DSS(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat)*Except*21-1:2x4 SP No.2 at their outer ends or restrained by other means. (flat) 6) CAUTION,Do not erect truss backwards. OTHERS 2x4 SP No.3(flat) LOAD CASE(S) Standard BRACING 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD Structural wood sheathing directly applied or Plate Increase=1.00 6-0-0 oc purlins, except end verticals. Uniform Loads(lb/ft) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:13-22=-10,1-12=-100 bracing. Concentrated Loads(Ib) REACTIONS (lb/size) 13=1198/0-5-8,22=1993/ Vert:3=-1414 Mechanical FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-22=-1986/0,13-23=-1198/0, 12-23=-1197/0,1-2=-1539/0,2-3=-4177/0, 3-4=-4221/0,4-5=-4249/0,5-6=-4253/0, 6-7=-3629/0,7-8=-3629/0,8-9=-3629/0, 9-10=-2102/0,10-11=-2099/0,11-12=-827/0 BOT CHORD 21-22=0/0,20-21=0/2910,19-20=0/4177, 18-19=0/4269,17-18=0/4170,16-17=0/3629, 15-16=0/2710,14-15=0/1538,13-14=0/49 WEBS 3-20=-1611/0,7-17=0/772,8-16=-1207/0, 1-21=0/2435,2-21=-2317/0,2-20=0/2069, 3-19=-96/76,4-19=-88/92,4-18=-119/0, 6-18=0/231,6-17=-1097/0,9-16=0/1686, 9-15=-1078/0,11-15=0/1020,11-14=-1292/0, 12-14=0/1357 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Bearings are assumed to be:,Joint 13 SP DSS Joaquin Velez PE No.68182 crushing capacity of 660 psi. Mitek USA,Inc.FL Cert 8834 4) Refer to girder(s)for truss to truss connections. 8904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tit Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSI-$9 and BCSI Bolding Component 6904 Padre East Blvd. Safety IMonnallonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I ' Job Truss Truss Type Qty Ply Melnyk T18278972 0801 F5 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:40 Page:1 ID:ewokitUkKl6RAgRkibLOmhym08V-1 kRbtTRE22?vi 1 W IsolgNvclP9Mx4Eae1 i5GCbyX611 354 a 0-1-8 1 2 3 4 5 6 7 8 9 0_1 ca,d 0180 to o o ao aC e 0 48- r 111r V r • ::•:::❖::•::❖:•:❖:•:`:❖:❖:❖::::❖::::❖:❖:❖:❖:❖:❖:•:':•:':':':':'::•::❖:❖:❖:❖:•::::::•:::•::::::❖:❖::::•::' • .::.❖.❖......:.❖.❖.❖.❖.:::•:..•.::•:.❖.❖.❖.❖.❖.❖.❖.❖.❖..❖:.•:::.:•::.•:.❖:::::.❖.•.:❖.❖:O.:❖.•.:• .::•:::❖:❖:❖:❖:❖:•::❖.❖.❖.❖.❖.❖.❖.•.:❖.❖.•..❖.❖.❖.❖.•.:•.:❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖«❖.❖.❖.❖.❖.❖.❖.❖.•..:❖.❖.❖.•:.❖. 17 16 15 14 13 12 11 10 3x4 u 3x4= 9-5-8 9-5-8 Scale=1:20.4 Plate Offsets(X,Y): [1:Edge,0-1-8],[9:0-1-8,Edge],[18:Edge,0-1-8],[19:0-1-8,0-1-0] Loading (psf) Spacing 1-4-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horiz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:51 lb FT=20%F,11%E LUMBER 7) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 8) CAUTION,Do not erect truss backwards. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=38/9-5-8,11=94/9-5-8, 12=102/9-5-8,13=82/9-5-8, 14=35/9-5-8,15=82/9-5-8, 16=102/9-5-8,17=94/9-5-8, 18=42/9-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-18=-38/0,10-19=-34/0,9-19=-34/0, 1-2=-5/0,2-3=-5/0,3-4=-5/0,4-5=-5/0, 5-6=-5/0,6-7=-5/0,7-8=-5/0,8-9=-5/0 BOT CHORD 17-18=0/5,16-17=0/5,15-16=0/5,14-15=0/5, 13-14=0/5,12-13=0/5,11-12=0/5,10-11=0/5 WEBS 2-17=-86/0,3-16=-92/0,4-15=-75/0, 8-11=-86/0,7-12=-93/0,6-13=-75/0, 5-14=-32/0 NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. MiTek Joaquin Velez Inc. NC.Cart 62 MiTek USA, .FL 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mak is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DSB-89 and BCSI Bolding Component 6904 Parke East Blvd. Safely Inlonnallo navailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278973 0801 F6 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:40 Page:1 ID:XG5eVf1 rVFaeFfiGHOYqBDyncKb-1 kRbtTRE22?vi1 W IsolgNvcg99JE4Ale1 i5GCbyX611 1-2-2 0-1-8 3x6= 2x4= 1 2 3 4 5 f o ( ( \:4°6 9-11-0 9-11-0 Scale=1:21 Plate Offsets(X,Y): [5:0-1-8,Edge],[11:Edge,0-1-8],[12:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:59 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=525/0-5-8,11=532/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-11=-527/0,6-12=-521/0,5-12=-521/0, 1-2=-361/0,2-3=-773/0,3-4=-772/0, 4-5=-363/0 BOT CHORD 10-11=0/0,9-10=0/673,8-9=0/854, 7-8=0/672,6-7=0/21 WEBS 1-10=0/560,2-10=-514/0,2-9=0/164, 3-9=-134/0,3-8=-135/0,4-8=0/165, 4-7=-510/0,5-7=0/545 NOTES 1) All plates are 3x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 'r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVlP11 Quality Cdtsrla,DSS-S9 and SCSI leading Component 6904 Parke East Blvd. Safety Ydoimal$anavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278974 0801 F7 Floor Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:41 Page:1 I D:Z2_KY?G_x57PU P2Ljkjn5gyf 4?o-Vw?_4p RspM8mJB5U P VGw79pxZfape2oGMgpk2yX610 1-2-10 THA426 THA426 3x4= 3x4= 3x4= 2x4 u 1 2 3 4 %7 D11smo •mu17i '1 .-. Spe ll a0 a0 8 :eiuminisiammummewomemmaimminnie, 5 7 6 3x4= 2x4 n 3x4= 3x4= 6-4-0 6-4-0 Scale=1:23.5 Plate Offsets(X,Y): [4:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(CT) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:37 lb FT=20%F,11%0E LUMBER Vert:5-8=-10,1-4=-100 TOP CHORD 2x4 SP No.2(flat) Concentrated Loads(Ib) BOT CHORD 2x4 SP No.2(flat) Vert:2=-104(F),3=-104(F) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=466/0-5-8,8=425/0-5-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-420/0,4-5=-39/0,1-2=-267/0, 2-3=-437/0,3-4=0/0 BOT CHORD 7-8=0/0,6-7=0/506,5-6=0/346 WEBS 1-7=0/418,2-7=-386/0,2-6=-112/0, 3-6=0/148,3-5=-541/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 3) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use Simpson Strong-Tie THA426(Single Chord Girder) or equivalent spaced at 2-0-0 oc max.starting at 2-9-4 from the left end to 4-9-4 to connect truss(es)to front face of top chord. 5) Fill all nail holes where hanger is in contact with lumber. 6) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead+Floor Live(balanced):Lumber Increase=1.00, MiTek USA,Inc.FL Cert 6634 Plate Increase=1.00 6904 Parke East Blvd.Tampa FL 33610 Uniform Loads(lb/ft) Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Quality Criteria,DSB49 and BCSI Bolding Component 6904 Parke East Blvd. Safety Ydonnallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278975 0801 F8 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:41 Page:1 I D:Z6sG P2 P Pvx_zmBpHYGO D N_yf Mxz-Vw?_4p RspM8mJ B5U PVGw79rAZgBphAoGMgpk2yX610 1-1-13 3x6= 3x4 3x4= 1 2 3 w www �W&' MIN 0 0 ao ao 1� N!!E WENT Y_�Y B>ira 5 3x6 3x4 n 3x4= 3-11-8 3-11-8 Scale=1:23.2 Plate Offsets(X,Y): [6:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:28 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=204/Mechanical,6=204/0-5-8 FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-6=-201/0,3-4=-21/0,1-2=-85/0,2-3=0/0 BOT CHORD 5-6=0/0,4-5=0/143 WEBS 1-5=0/133,2-5=-97/0,2-4=-224/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Bearings are assumed to be:Joint 6 SP No.2 crushing capacity of 565 psi. 3) Refer to girder(s)for truss to truss connections. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Criteria,DSB-B9 and BCSI Binding Compononf 6904 Parke East Blvd. Safely Idormallonavailoble from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job , Truss Truss Type Qty Ply Melnyk T18278976 0801 F9 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 0313:35:41 Page 1 ID:y5En118NvDeZk61Fw10EawyncXM-Vw?_4pRspM8mJ B5U PVGw79glZeBpeYoGMgpk2yX610 1-2-6 3x4 n 3x4= 3x6= 3x4= 3x4= 1 2 3 4 5 T _TT o m a0 • /rt- 9 8 7 3x6= 3x4 e 3x4 3x4= 3x4 8-10-8 8-10-8 Scale=1:23.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.20 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:54 lb FT=20%F,11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=474/0-5-8,10=474/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-37/0,5-6=-470/0,1-2=0/0,2-3=-532/0, 3-4=-641/0,4-5=-316/0 BOT CHORD 9-10=0/365,8-9=0/677,7-8=0/586,6-7=0/0 WEBS 2-10=-562/0,2-9=0/272,3-9=-237/0, 3-8=-59/0,4-8=0/89,4-7=-441/0,5-7=0/486 NOTES 1) All plates are 3x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTeki connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Quality Cdteda.DSB-$9 and SCSI Building Component 6904 Parke East Blvd. Safety NNonnalloravallable from Truss Rate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply •Melnyk T18278977 0801 F10 Floor Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:42 Page:1 ID:WZbgz8mSyi7vAoL7y0YuXBynaVS-z7ZMH9SUafGdxLghzDn8SKhznzzUY4OxV0aNHUyX61? 1-2-6 THA426 THA426 3x4 a 3x4= 3x6= 3x4= 3x4= 1 11 2 12 3 4 5 a a - 0 ao 00 e 9 8 7 3x6= 3x4= 3x4 3x4= 3x4= 8-10-8 8-10-8 Scale=1:27.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.01 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.26 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:54 lb FT=20%F,11%E LUMBER Uniform Loads(lb/ft) TOP CHORD 2x4 SP No.2(flat) Vert:6-10=-10,1-5=-100 BOT CHORD 2x4 SP No.2(flat) Concentrated Loads(Ib) WEBS 2x4 SP No.3(flat) Vert:11=-109(B),12=-99(B) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=517/0-5-8,10=640/0-3-8 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-10=-58/0,5-6=-512/0,1-11=0/0,2-11=0/0, 2-12=-667/0,3-12=-667/0,3-4=-747/0, 4-5=-351/0 BOT CHORD 9-10=0/490,8-9=0/823,7-8=0/653,6-7=0/0 WEBS 2-10=-753/0,2-9=0/289,3-9=-255/0, 3-8=-124/0,4-8=0/153,4-7=-493/0, 5-7=0/540 NOTES 1) All plates are 3x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Use Simpson Strong-Tie THA426(Single Chord Girder) or equivalent spaced at 2-0-0 oc max.starting at 0-11-4 from the left end to 2-11-4 to connect truss(es)to back face of top chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Joaquin Velez PE No.68182 LOAD CASE(S) Standard MiTek USA,Inc.FL Cert 6634 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 6904 Parke East Blvd.Tampa FL 33610 Plate Increase=1.00 Date: October 3,2019 f � A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NMI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdti,a,D55-89 and SCSI Building Component 6904 Parke East Blvd. Safely Informalbnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278978 0801 F12 Floor Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:42 Page:1 ID:zFSCapohtOnG2?9Ousg75cyncVE-z7ZMH9SUafGdxLghzDn8SKhvfz08Y7?xVOaNHUyX61? 0-10-0 HH 0-1-8 I1-1-131 H 2x4= THA426 THA426 3x4= 3x6= 3x4 3x4= 1 11 212 3 40 /• rc o� — 7 E-5 3x4 n 3x4= 3 _ 2x4 2x4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4-11-0 3-11-8 5-0-8 3-9-12 3-9-12 II II 0-1-12 0-1-8 0-11-8 Scale=1:42.3 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[8:Edge,0-1-8],[9:0-1-8,0-1-0],[10:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(CT) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:37 lb FT=20%F, 11%E LUMBER 8) In the LOAD CASE(S)section,loads applied to the face TOP CHORD 2x4 SP No.2(flat) of the truss are noted as front(F)or back(B). BOT CHORD 2x4 SP No.2(flat) LOAD CASE(S) Standard WEBS 2x4 SP No.3(flat) 1) Dead+Floor Live(balanced):Lumber Increase=1.00, OTHERS 2x4 SP No.3(flat) Plate Increase=1.00 BRACING Uniform Loads(Ib/ft) TOP CHORD Structural wood sheathing directly applied or Vert:5-8=-10,1-4=-100 5-0-8 oc purlins, except end verticals. Concentrated Loads(Ib) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:11=-109(F),12=-99(F) bracing. REACTIONS (lb/size) 6=431/0-3-8,8=298/0-3-8 Max Gray 6=431 (LC 1),8=305(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-301/0,5-9=0/0,9-10=0/0,4-10=0/0, 1-11=-121/0,2-11=-121/0,2-12=0/31, 3-12=0/31,3-4=0/31 BOT CHORD 7-8=0/0,6-7=0/214,5-6=0/0 WEBS 4-6=-57/0,3-6=-84/0,1-7=0/189,2-7=-157/0, 2-6=-359/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. 6) Use Simpson Strong-Tie THA426(Single Chord Girder) or equivalent spaced at 2-0-0 oc max.starting at 0-11-4 Joaquin Velez PE No.68182 from the left end to 2-11-4 to connect truss(es)to front MiTek USA,Inc.FL Cert 6634 face of top chord. 6904 Parke East Blvd.Tampa FL 33610 7) Fill all nail holes where hanger is in contact with lumber. Date: October 3,2019 NNWA WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. but• Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI'TPII Quality Criteria,DSB-89 and BCSI Bolding Component 6904 Parke East Blvd. Safety I Iormalbmvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18278979 0801 F13 Floor 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:42 Page:1 I D:JD F5d W spiYPZ8n 1 LgQQ IofyncV9-z7ZMH9SUaf GdxLghzDn8SKh 1 JzOSY8VxV0aN H UyX61? 0-10-0 0-1-8 I1-1-13I 2x4 3x4 a 3x6= 3x4= 3x4= 1 2 3 4 IIII 11 Il .rr!1 mo .1•M=1• ••••••• ••E 5 3x6= 3x4= 3x6= 2x4 1 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 2x4= 4-11-0 3-11-8 5-0-8 3-9-12 3-9-12 II II 0-1-12 0-1-8 0-11-8 Scale=1:41.3 Plate Offsets(X,Y): [4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-1-8,0-1-0],[10:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) 0.00 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(CT) 0.00 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:37 lb FT=20%F, 11%E LUMBER TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 6=332/0-3-8,8=189/0-3-8 Max Gray 6=332(LC 1),8=200(LC 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-32/0,5-9=0/4,9-10=0/4,4-10=0/4, 1-2=0/0,2-3=-85/0,3-4=-15/29 BOT CHORD 7-8=0/131,6-7=-29/15,5-6=0/0 WEBS 3-6=-307/0,4-6=-52/27,2-8=-206/0, 2-7=-89/0,3-7=0/122 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1P11 Quality Cdt.da,DSS-119 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infoimallomavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 __ ait Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek OFFICE COPY RE: 0801 - Melnyk MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Ossi Devlopment Project Name: . Model: Melnyk Lot/Block: . Subdivision: . Address: ., . City: . State: . Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Adam Russell License #: 77693 Address: 13241 Bartram Park Blvd, Suite #813 City: Jacksonville State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: N/A psf RUSSELL ROVVLAND, INC This package includes 185 individual, Truss Design Drawings and 0 Additior al Rig*ifARTRAm PARK BLVDNts With my seal affixed to this sheet, I hereby certify that I am the Truss Desigr Engin ACKBO*IVILIt@JEts N V'l= conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Er gCOMEICKWAUTFIORRATIONNor4iM1'",ance No. Seal# Truss Name Date No. Seal# Truss Name DatE ' •a e ' " �� ` C " - "'�4 i4 0; from 1 T18278968 F1 10/3/19 23 718278990 F24 10/3A .Aw of shop drawings is br•• ,:, Lto •• ;1 the 2 T18278969 F2 10/3/19 24 T18278991 F25 10/3/1the n Of the a nor 3 T18278970 F3 10/3/19 25 T18278992 F26 10/3,1 lease the delegated engineet.,- tom ; 4 T18278971 F4 10/3/19 26 T18278993 F27 10/3/It/sponsibility for any deviation from the 5 T18278972 F5 10/3/19 27 T18278994 F28 10/3A®quirements of the contract documents nor 6 T18278973 F6 10/3/19 28 T18278995 F29 10/340om the responsibility for errors oro mission 7 T18278974 F7 10/3/19 29 T18278996 F30 10/301 g the shop drawings. 8 T18278975 F8 10/3/19 30 T18278997 F31 10/3/1 9 grAPPROVED 9 T18278976 F9 10/3/19 31 T18278998 F32 10/3/19 10 T18278977 F10 10/3/19 32 T18278999 F33 10/3/19 O APPROVEDASNOTED 11 T18278978 F12 10/3/19 33 T18279000 F34 10/319 O CiTFD 12 T18278979 F13 10/3/19 34 T18279001 F35 10/3/19 13 T18278980 F14 10/3/19 35 T18279002 F36 emit 14 T18278981 F15 10/3/19 36 T18279003 F37 10/3,1 15 T18278982 F16 10/3/19 37 T18279004 F38 10/3/1f1AME: AD,ery /lu'S ��- ( 16 T18278983 F17 10/3/19 38 T18279005 F39 10/3/9-_ - 17 T18278984 F18 10/3/19 39 T18279006 F40 10/3/10 E•No 7-9 6 3 18 T18278985 F19 10/3/19 40 T18279007 F41 10/3/1 19 T18278986 F20 10/3/19 41 T18279008 F42 10/3/1�ATE: /O— 07--I 1 20 T18278987 F21 10/3/19 42 T18279009 F43 10/3,40 21 T18278988 F22 10/3/19 43 T18279010 F44 10/3/19 22 T18278989 F23 10/3/19 44 T18279011 F45 10/3/19 The truss drawing(s) referenced above have been prepared by `��N.• Q IN• it -,/,,,ei MiTek USA, Inc. under my direct supervision based on the parameters �.` N S•'•.� ,,, provided by Gleckler and Sons Building Supplies. �' F 68182 Truss Design Engineer's Name: Velez, Joaquin _ *:• / • * - My license renewal date for the state of Florida is February 28, 2021. = : '11r I * -0 O . :CC IMPORTANT NOTE:The seal on these truss component designs is a certification • s • STATE OF •:•�/: that the engineer named is licensed in the jurisdiction(s)identified and that the AN . P•• •�� designs comply with ANSUTPI 1. These designs are based upon parameters •�� •4 0 R 1�.• G\`�. shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ••SS ••....... ••• ••• �N iven to MiTek or TRENCO's customers TRENCO. refoject erence ecific only,land wason included is for MiTek's or not taken into account n the it��, N A' ��% preparation of these designs. MiTek or TRENCO has not independently verified the Joa uin Velez P.No.68182 applicability of the design parameters or the designs for any particular building. Before use, MIT: USA,Inc.- Cert 6634 the building designer should verify applicability of design parameters and properly ..' Parke East B d.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: October 3,2019 Velez, Joaquin 1 of 3 RE: 0801 - Melnyk Site Information: Customer Info: Ossi Devlopment Project Name: . Model: Melnyk Lot/Block: . Subdivision: . Address: ., . City: . State: . No. Seal# Truss Name Date No. Seal# Truss Name Date 45 T18279012 F46 10/3/19 102 T18279069 J19 10/3/19 46 T18279013 F47 10/3/19 103 T18279070 J20 10/3/19 47 T18279014 F48 10/3/19 104 T18279071 J21 10/3/19 48 T18279015 F49 10/3/19 105 T18279072 J21A 10/3/19 49 T18279016 F50 10/3/19 106 T18279073 J22 10/3/19 50 T18279017 F51 10/3/19 107 T18279074 J22A 10/3/19 51 T18279018 F52 10/3/19 108 T18279075 J23 10/3/19 52 T18279019 F53 10/3/19 109 T18279076 J24 10/3/19 53 T18279020 F54 10/3/19 110 T18279077 M1 10/3/19 54 T18279021 FT1 10/3/19 111 T18279078 M1A 10/3/19 55 T18279022 FT2 10/3/19 112 T18279079 M1B 10/3/19 56 T18279023 FT4 10/3/19 113 T18279080 M2 10/3/19 57 T18279024 FT6 10/3/19 114 T18279081 M2A 10/3/19 58 T18279025 FT7 10/3/19 115 T18279082 M2B 10/3/19 59 T18279026 FT8 10/3/19 116 T18279083 M2C 10/3/19 60 T18279027 FT9 10/3/19 117 T18279084 M2D 10/3/19 61 T18279028 FT10 10/3/19 118 T18279085 M3 10/3/19 62 T18279029 FT11 10/3/19 119 T18279086 M3A 10/3/19 63 T18279030 FT12 10/3/19 120 T18279087 M3B 10/3/19 64 T18279031 FT13 10/3/19 121 T18279088 M4 10/3/19 65 T18279032 FT14 10/3/19 122 T18279089 M4A 10/3/19 66 T18279033 FT15 10/3/19 123 T18279090 M4B 10/3/19 67 T18279034 HJ1 10/3/19 124 T18279091 M5 10/3/19 68 T18279035 HJ2 10/3/19 125 T18279092 M5A 10/3/19 69 T18279036 HJ3 10/3/19 126 T18279093 M5B 10/3/19 70 T18279037 HJ4 10/3/19 127 T18279094 M7 10/3/19 71 T18279038 HJ5 10/3/19 128 T18279095 M8 10/3/19 72 T18279039 HJ6 10/3/19 129 T18279096 M9 10/3/19 73 T18279040 HJ7 10/3/19 130 118279097 M10 10/3/19 74 T18279041 HJ8 10/3/19 131 T18279098 M11 10/3/19 75 T18279042 HJ9 10/3/19 132 T18279099 R1001 10/3/19 76 T18279043 HJ10 10/3/19 133 T18279100 R1002 10/3/19 77 T18279044 HJ11 10/3/19 134 T18279101 T1 10/3/19 78 T18279045 J1 10/3/19 135 T18279102 T1 A 10/3/19 79 T18279046 J2 10/3/19 136 T18279103 T1B 10/3/19 80 T18279047 J2A 10/3/19 137 T18279104 T2 10/3/19 81 T18279048 J3A 10/3/19 138 T18279105 T3 10/3/19 82 T18279049 J3C 10/3/19 139 T18279106 T3A 10/3/19 83 T18279050 J4 10/3/19 140 T18279107 T3B 10/3/19 84 T18279051 J5 10/3/19 141 T18279108 T3C 10/3/19 85 T18279052 J6 10/3/19 142 T18279109 T3D 10/3/19 86 T18279053 J7 10/3/19 143 T18279110 T3E 10/3/19 87 T18279054 J8 10/3/19 144 T18279111 T3F 10/3/19 88 T18279055 J9 10/3/19 145 T18279112 T3G 10/3/19 89 T18279056 J10 10/3/19 146 T18279113 T3H 10/3/19 90 T18279057 J10A 10/3/19 147 T18279114 131 10/3/19 91 T18279058 J11 10/3/19 148 T18279115 T4 10/3/19 92 T18279059 J12 10/3/19 149 T18279116 T4A 10/3/19 93 T18279060 J12A 10/3/19 150 T18279117 T4B 10/3/19 94 T18279061 J13 10/3/19 151 T18279118 T4C 10/3/19 95 T18279062 J13A 10/3/19 152 T18279119 T4D 10/3/19 96 T18279063 J14 10/3/19 153 T18279120 T4E 10/3/19 97 T18279064 J15 10/3/19 154 T18279121 T4F 10/3/19 98 T18279065 J16 10/3/19 155 T18279122 T5 10/3/19 99 T18279066 J17 10/3/19 156 T18279123 T5A 10/3/19 100 T18279067 J17A 10/3/19 157 T18279124 T5B 10/3/19 101 T18279068 J18 10/3/19 158 T18279125 T5C 10/3/19 2 of 3 nDr- N CO CO CO CO 03CbVVVVVVVVVVO)WCr)O)a)O)O)O)O)O)(xiZ .: ao c r* m (TAWN10(DOOVO(T�AWN�o(OWVOnUtAWN10CD 0 `,C QW cn -1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-1-4-i-1-1-1-i o 3co CO CO CO CO CO CO CO CO COCpwCOCnwCOCOCOCOCbwwC»wCbwCOOD CD o N N N N N N N N N N N N N N N N N N N N N N N N N N N V V V V V V V V V V V V V V V V V V V V V V V V V V - • CO CO CO CO CO CD CO CO CO(O CO CD CO(DCO CD CD CD CD CD CO CO CO CD CD(D — 010101. 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Truss Truss Type Qty Ply Melnyk T18278968 0801 F1 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:36 Page:1 I D:7AsS39Vieb31 xsplhnnMb5yt350-Ca4KcOMTSCFm_638VXeG7eMigkJ W g W xmfiney_yyX617 0-1,-8 0-,1;8 • 3x6 FP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 I - + •- . • . .� ; r - . - O It r[ 9 I I m U L U - - 36 iitiiii � .yiiiiii 19 iii'i ' J0tiiiiii0ii : iPiiii ' � iTi 3x4= 35 3433 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4= 3x6 FP 20-11-0 20-11-0 Scale=1:37.9 Plate Offsets(X,Y): [18:0-1-8,Edge],[37:0-1-8,0-1-0],[38:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:101 lb FT=20%F,11%E LUMBER 1) All plates are 2x4 MT20 unless otherwise indicated. TOP CHORD 2x4 SP No.2(flat) 2) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2(flat) about its center. WEBS 2x4 SP No.3(flat) 3) Gable requires continuous bottom chord bearing. OTHERS 2x4 SP No.3(flat) 4) Truss to be fully sheathed from one face or securely BRACING braced against lateral movement(i.e.diagonal web). TOP CHORD Structural wood sheathing directly applied or 5) Gable studs spaced at 1-4-0 oc. 6-0-0 oc purlins, except end verticals. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 10-0-0 oc capacity of 565 psi. bracing. 7) Recommend 2x6 strongbacks,on edge,spaced at REACTIONS (lb/size) 19=56/20-11-0,20=143/20-11-0, 10-00-00 oc and fastened to each truss with 3-10d 21=148/20-11-0,22=146/20-11-0, (0.131"X 3")nails. Strongbacks to be attached to walls 23=147/20-11-0,24=146/20-11-0, at their outer ends or restrained by other means. 25=149/20-11-0,26=137/20-11-0, LOAD CASE(S) Standard 27=117/20-11-0,28=137/20-11-0, 29=149/20-11-0,30=146/20-11-0, 31=147/20-11-0,32=146/20-11-0, 34=148/20-11-0,35=143/20-11-0, 36=56/20-11-0 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 36-37=-50/0,1-37=-50/0,19-38=-50/0, 18-38=-50/0,1-2=-7/0,2-3=-7/0,3-4=-7/0, 4-5=-7/0,5-6=-7/0,6-7=-7/0,7-8=-7/0, 8-9=-7/0,9-10=-7/0,10-11=-7/0,11-12=-7/0, 12-13=-7/0,13-14=-7/0,14-15=-7/0, 15-16=-7/0,16-17=-7/0,17-18=-7/0 BOT CHORD 35-36=0/7,34-35=0/7,33-34=0/7,32-33=0/7, 31-32=0/7,30-31=0/7,29-30=0/7,28-29=0/7, 27-28=0/7,26-27=0/7,25-26=0/7,24-25=0/7, 23-24=0/7,22-23=0/7,21-22=0/7,20-21=0/7, 19-20=0/7 WEBS 2-35=-130/0,3-34=-134/0,4-32=-133/0, 5-31=-134/0,6-30=-133/0,7-29=-136/0, 8-28=-124/0,17-20=-130/0,16-21=-134/0, Joaquin Velez PE No.68182 14-22=-133/0,13-23=-134/0,12-24=-133/0, MiTek USA,Inc.FL Cert 6634 11-25=-136/0,10-26=-124/0,9-27=-106/0 6904 Parke East Blvd.Tampa FL 33610 NOTES Date: October 3,2019 ,A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSV1PI1 Quality Cremes,DSS-$9 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnallonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job . v Truss Truss Type Qty Ply Melnyk T18278969 0801 F2 Floor 11 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:39 Page:1 ID:HrizsyLl BrMKsRnxlg7c86yncRx-4LKrSnPzW RIBSkMvkNiCHUXGVMTxcF6LaOc98jyX613 1 1-1-4 0-1-8 0- I 2-0-0 I 111 8 3x6= 3x6= 3x6= 4x6= 2x4 ii 2x4 ii 3x6 FP 4x6= 3x6= 2 3 4 5 6 7 8 9 10 11 12 13 �4 t 25 - m '0 / \ /\/\/\NI /\/\/\. 14 22 21 20 19 18 17 16 15 3x10= 4x6= 3x6 FP 4x6= 3x10= 9-5-8 1100 0 11110 0 I 20-11-09-58 Scale=1:37.9 Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[14:0-4-0,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge],[23:0-4-0,Edge],[24:0-1-8,0-1-8],[25:0-1-8,0-1-8] Loading (psf) Spacing 1-4-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.18 18-19 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.25 18-19 >981 240 BCLL 0.0 Rep Stress lncr NO WB 0.34 Horz(CT) 0.06 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:125 lb FT=20%F,11%E LUMBER 5) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) LOAD CASE(S) Standard BRACING 1) Dead+Floor Live(balanced):Lumber Increase=1.00, TOP CHORD Structural wood sheathing directly applied or Plate Increase=1.00 6-0-0 oc purlins, except end verticals. Uniform Loads(Ib/ft) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Vert:14-23=-7,1-13=-67 bracing. Concentrated Loads(Ib) REACTIONS (Ib/size) 14=1461/0-5-8,23=1461/0-5-8 Vert:1=-717,13=-717 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 23-24=-745/0,1-24=-744/0,14-25=-745/0, 13-25=-744/0,1-2=-30/0,2-3=-1069/0, 3-4=-1766/0,4-5=-2229/0,5-6=-2489/0, 6-7=-2489/0,7-8=-2489/0,8-9=-2229/0, 9-10=-1766/0,10-11=-1766/0, 11-12=-1069/0,12-13=-30/0 BOT CHORD 22-23=0/654,21-22=0/1471,20-21=0/2052, 19-20=0/2394,18-19=0/2489,17-18=0/2394, 16-17=0/2052,15-16=0/1471,14-15=0/654 WEBS 6-19=-226/22,7-18=-226/22,2-23=-945/0, 2-22=0/713,3-22=-691/0,3-21=0/508, 4-21=-491/0,4-20=0/303,5-20=-297/0, 5-19=-100/392,8-18=-100/392,8-17=-297/0, 9-17=0/303,9-16=-491/0,11-16=0/508, 11-15=-691/0,12-15=0/713,12-14=-945/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) All bearings are assumed to be SP No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIl-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN31/IPI1 Quality Criteria,D3549 and SCSI Budding Component 6904 Parke East Blvd. Safely IMoImallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i 1 Job 4 • Truss Truss Type Qty Ply Melnyk 718278970 0801 F3 Floor 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:35:39 Page:1 ID:gtPG RsU7yj7R2OfvzHnagxyncNt-ZYtDf 7OcHkt24ux614DRgi3RmlpyLi E Vo2Ljg9yX612 1-1-4 11-10-1f I 2-0-0 I 0-1,-8 3x6= 4x6= 2x4 a 2x4 a 3x6 FP 4x6= 3x6= 1 2 3 4 5 t6 7 8 9 10 11 12 �5 T i. L =j it --5 W '- VII /\/\/\ z \ \ \/ \ IL 9 23 22 21 20 19 18 17 16 15 4x6= 4x6= 4x6= 3x10= 3x6 FP 9-0-0 1-0-0 1100 0-0-0111-0 0 I 90-5-8 -5-8 I Scale=1:39.1 Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[14:0-4-0,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge],[25:0-1-8,0-1-8] Loading (psf) Spacing 1-4-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.17 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.24 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.05 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:120 lb FT=20%F, 11%E LUMBER 6) Recommend 2x6 strongbacks,on edge,spaced at TOP CHORD 2x4 SP No.2(flat) 10-00-00 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP No.2(flat) (0.131"X 3")nails. Strongbacks to be attached to walls WEBS 2x4 SP No.3(flat) at their outer ends or restrained by other means. OTHERS 2x4 SP No.3(flat) 7) CAUTION,Do not erect truss backwards. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 1) Dead+Floor Live(balanced):Lumber Increase=1.00, 6-0-0 oc purlins, except end verticals. Plate Increase=1.00 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Uniform Loads(lb/ft) bracing. Vert:14-24=-7,1-13=-67 REACTIONS (lb/size) 14=1447/0-5-8,24=1456/ Concentrated Loads(Ib) Mechanical Vert:1=-717,13=-717 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-24=-731/0,14-25=-745/0,13-25=-744/0, 1-2=0/0,2-3=-900/0,3-4=-1620/0, 4-5=-2101/0,5-6=-2393/0,6-7=-2393/0, 7-8=-2393/0,8-9=-2166/0,9-10=-1722/0, 10-11=-1046/0,11-12=-1046/0,12-13=-30/0 BOT CHORD 23-24=0/476,22-23=0/1313,21-22=0/1313, 20-21=0/1915,19-20=0/2278,18-19=0/2393, 17-18=0/2319,16-17=0/1998,15-16=0/1438, 14-15=0/641 WEBS 6-19=-236/7,7-18=-210/32,2-23=0/729, 3-23=-710/0,3-21=0/526,4-21=-508/0, 4-20=0/318,5-20=-309/0,8-18=-119/362, 8-17=-279/0,9-17=0/288,9-16=-474/0, 10-16=0/489,10-15=-673/0,12-15=0/695, 2-24=-861/0,5-19=-70/411,12-14=-926/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 4) Bearings are assumed to be:,Joint 14 SP No.2 MiTek USA,Inc.FL Cert 6634 crushing capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 5) Refer to girder(s)for truss to truss connections. Date: October 3,2019 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi'- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANll/TPI1 Qualify CAlerla,DS6a9 and IICSI Belding Component 6904 Parke East Blvd. Safety kefoinsallanavoilable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279072 0801 J21A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:23 Page:1 ID:3pATbd1 bt_k?yMOzLk1 dPoymOaF-op_Uhgxa9ylykVkNJcVX4mLr_5ePwE IghEGUgAyX6HN 2-8-15 OFFICE COPY 2 3x4u II 1 o o N N N 4 r �� ►- 3 3x4 n 2-8-15 Scale=1:25.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.01 3-4 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight: 11 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 23 lb uplift at joint WEBS 2x4 SP No.3 4,70 lb uplift at joint 2 and 17 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=65/Mechanical,3=16/ Mechanical,4=81/0-3-8 Max Horiz 4=80(LC 9) Max Uplift 2=-70(LC 12),3=-17(LC 9),4=-23 (LC 8) Max Gray 2=65(LC 1),3=37(LC 3),4=81 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-72/70,1-2=-47/23 BOT CHORD 3-4=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. MiTek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 4 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 r V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -, Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Quality Criteria,DS619 and ICSI Budding Component 6904 Parke East Blvd. Safety YNormaIIon vailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279073 0801 J22 Jack-Open 7 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:23 Page:1 ID:3pATbdlbt_k?yMOzLkldPoymoaF-GOYsuAyCwGQpMeJZtKOmc_uvtVlxfg8zwu02CcyX6HM 0-10-15 0-1-12 -3-0-0 3-0-0 0-1-12 0-9-3 41r 7x6 3 2lig � 0 1 c�1 (4.) N 1 N 6 U 54 3x6 2x4n 0-10-15 0-8-6 1 1 � 0-8-6 0-2-9 Scale=1:38.3 Plate Offsets(X,Y): [2:0-2-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 6 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.09 Horz(CT) -0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:12 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 462 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 6,196 lb uplift at joint 5 and 334 lb uplift at joint 3. 0-10-15 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-334/Mechanical,5=5/ Mechanical,6=548/0-5-8 Max Horiz 6=87(LC 9) Max Uplift 3=-334(LC 1),5=-196(LC 8), 6=-462(LC 8) Max Gray 3=436(LC 8),5=15(LC 3),6=548 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-545/663,1-2=0/54,2-3=-119/190 BOT CHORD 5-6=-97/72,4-5=0/0 WEBS 2-5=-225/304 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 0-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 4) *This truss has been designed for a live load of 20.0psf MiTek USA,Inc.FL Cert 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date. October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Yiformatloliovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279074 0801 J22A Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:23 Page:1 ID:3pATbdtbt_k?yMOzLkldPoymOaF-GOYsuAyCwGQpMeJZtKOmc_u2RVOQfhYzwu02CcyX6HM 10-8-151 12 4r 2x4 n 2 V 74 0 0_ ci r� N � N 4 `IM ►5 ►�� 3 2x4 ii 0-8-15 Scale=1:27.5 1 1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 3-4 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:5 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 81 lb uplift at joint WEBS 2x4 SP No.3 4,59 lb uplift at joint 3 and 47 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=16/Mechanical,3=3/ Mechanical,4=19/0-3-8 Max Horiz 4=-58(LC 10) Max Uplift 2=-47(LC 9),3=-59(LC 9),4=-81 (LC 10) Max Gray 2=22(LC 19),3=57(LC 10),4=93 (LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-57/45,1-2=-33/22 BOT CHORD 3-4=0/0 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. MiTek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 4 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Cdteda,D5649 and ICSI luld1 g Component 6904 Parke East Blvd. Safety YdormaMprgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279075 0801 J23 Jack-Open 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville.FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:24 Page:1 I D:C ICD RO1 jn?e Rts4t3b0Y8pymOXf-kC5E6 W zghZYg_otIQ 1 X?9B RAsuM507a79YIb12yX6H L - -3-0-0 0- 12 I 2-0-0 J 3-0-0 0-1-12 1-10-4 12 8r 3 5x8= 2 0 0 0 .,� it s L.�i� 1 ►.t 5 4 2x4 rr 3x4 1-7-0 1-7-0 -5- Scale=1:31.2 Plate Offsets(X,Y): [2:0-3-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 ' BC 0.08 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:22 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x6 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 178 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 6,97 lb uplift at joint 4 and 95 lb uplift at joint 3. 2-0-0 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-95/Mechanical,4=9/ Mechanical,6=374/0-5-8 Max Horiz 6=125(LC 16) Max Uplift 3=-95(LC 1),4=-97(LC 12), 6=-178(LC 12) Max Gray 3=99(LC 16),4=49(LC 10),6=374 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-365/386,1-2=0/94,2-3=-108/135 BOT CHORD 5-6=-200/160,4-5=0/0 WEBS 2-5=-211/263 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 1-11-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 4) *This truss has been designed for a live load of 20.0psf MiTek USA,Inc.FL Cert 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date. October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekt connectors.This design is based only upon parameters shown,and is for an individual building component,not �. a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdt•da.DS6a9 and SCSI Bolding Component 6904 Parke East Blvd. Safely Molmallonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279076 0801 J24 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:24 Page:1 I D:zIh F678kuSfJg5h PXH9QTVymOXX-kC5E6W zghZYg_01101 X?9BRBnuMEO6o79YIb12yX6H L - -4-2-15 0- 12 I 2-8-7 4-2-15 0- -12 2-6-11 12 5.66 r 3 7x6= 2 ul O 111111U1 6 111.11=11=&11... 1 �OM 5 4 3x6 rr 3x4= 2-2-9 1-81 2 2 9 0-5-1I Scale=1:30.2 Plate Offsets(X,Y): [2:0-2-8,0-4-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:33 lb FT=20% LUMBER 5) Bearings are assumed to be:,Joint 6 SP No.2 crushing TOP CHORD 2x8 SP DSS capacity of 565 psi. BOT CHORD 2x4 SP No.2 6) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 304 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 6,141 lb uplift at joint 3 and 62 lb uplift at joint 4. 2-8-7 oc purlins, except end verticals. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. REACTIONS (lb/size) 3=-141/Mechanical,4=12/ Mechanical,6=525/0-7-6 Max Horiz 6=123(LC 16) Max Uplift 3=-141 (LC 1),4=-62(LC 12), 6=-304(LC 12) Max Gray 3=134(LC 8),4=37(LC 3),6=525 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-513/1196,1-2=0/101,2-3=-118/250 BOT CHORD 5-6=-378/101,4-5=0/0 WEBS 2-5=-115/432 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Corner(3)-4-2-15 to 0-1-12, Exterior(2)0-1-12 to 2-7-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 4) 'This truss has been designed for a live load of 20.0psf Mitek USA,Inc.FL Cart 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date: October 3,2019 I - I 1I1 III -1-11111111 . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.1003/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSV1PI1 Quail!),Catena,DS11a9 and SCSI Building Component 6904 Parke East Blvd. Safety YNonnaNanavailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type 'Qty Ply Melnyk • T18279077 0801 r M1 Half Hip 7 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:25 Page:1 I D:h E4G HHcbdp9zU Md W wzj8gYynch5-COfcJszSStgXbySy_k2Eh PzJ8lcT7XJGNCV8HUyX6HK 4-5-10 8-1-8 2-0-8 I 4-5-10 1 7-14 I 1-7-8 4x6 ii 12 4 fl 4 r'.- l' r 2x4,...„ x6= 2x4 e 9 v ? `° ^ — 3 5 6 12 r 0 °? 0 : °?2 to WI 8 e 7 3x6= 7x6= 3x6= 7-11-12 I 9-9-0 7-11-12 1-9-4 Scale=1:29.6 Plate Offsets(X,Y): [4:0-3-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.16 8-11 >700 180 BCLL 0.0* Rep Stress'nor NO WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:46 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*4-8:2x4 SP DSS chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 5-11-3 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(6-0-0 max.):5-8,5-6. bearing plate capable of withstanding 390 lb uplift at BOT CHORD Rigid ceiling directly applied or 6-5-2 oc joint 2 and 567 lb uplift at joint 7. bracing. 9) Graphical puffin representation does not depict the size REACTIONS (lb/size) 2=564/0-5-8,7=959/0-3-8 or the orientation of the puffin along the top and/or Max Horiz 2=203(LC 12) bottom chord. Max Uplift 2=390(LC 8),7=-567(LC 12) 10)Hanger(s)or other connection concentrated device(s)shall be Max Gray 2=564(LC 1),7=989(LC 19) provided sufficient to support concentrated load(s)1013 lb down and 673 lb up at 7-11-12 on top chord. The FORCES (Ib)-Maximum Compression/Maximum design/selection of such connection device(s)is the Tension responsibility of others. TOP CHORD 1-2=0/35,2-12=-907/604,3-12=-860/608, LOAD CASE(S) Standard 3-4=-634/435,5-8=-37/219,4-5=-876/678, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 5-6=-62/67,6-7=-181/152 Plate Increase=1,25 BOT CHORD 2-8=-794/867,7-8=-839/1045 Uniform Loads(lb/ft) WEBS 3-8=-288/284,5-7=-1281/1020 Vert:1-4=-54,5-6=-54,7-9=-10 NOTES Concentrated Loads(Ib) 1) Unbalanced roof live loads have been considered for Vert:4=-798 this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasil=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 9-7-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. MiTek USA,Inc.FL Cert 6634 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 mit Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.1W030015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporory and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSUTPI1 Quality Cdteda,DS6-89 and SCSI Binding Component 6904 Parke East Blvd. Safety IMolmatIanavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279078 0801 M1A Half Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:26 Page:1 ID:PEolfyYW Fn_urMbVUL6O_?yncft-haD_W C_4DBoOD618YSZTEcW OjiyEs?HPcsEipxyX6HJ 4-5-10 4-5-10 I 3-7- 3-7-14 I 9-9-8 3x6 n 12 4 E 3 r` f'.- r` 2x4 c �,10= 2x4 u o v v 2 12 ea -.'• 9 11 En coo1 1 J . 7 rl 6 o ►;i ►.1 3x6= 7x6= 3x4= 7-11-12 9-9-0 7-11-12 1-9-4 Scale=1:27.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.09 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.16 7-10 >737 180 BCLL 0.0* • Rep Stress Incr NO WB 0.19 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:43 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*3-7:2x4 SP No.2 chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc puffins(6-0-0 max.):4-7,4-5. bearing plate capable of withstanding 209 lb uplift at BOT CHORD Rigid ceiling directly applied or 7-1-5 oc joint 1 and 379 lb uplift at joint 6. bracing. 9) Graphical puffin representation does not depict the size REACTIONS (Ib/size) 1=375/0-5-8,6=639/0-3-8 or the orientation of the puffin along the top and/or Max Horiz 1=172(LC 12) bottom chord. Max Uplift 1=-209(LC 8),6=-379(LC 12) 10)Hanger(s)or other connection concentrated device(s)shall be provided sufficient to support concenload(s)506 FORCES (Ib)-Maximum Compression/Maximum lb down and 337 lb up at 7-11-12 on top chord. The Tension design/selection of such connection device(s)is the TOP CHORD 1-11=-755/484,11-12=-723/487, responsibility of others. 2-12=-708/490,2-3=-438/294,4-7=-64/237, LOAD CASE(S) Standard 3-4=-441/385,4-5=-53/57,5-6=-149/123 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 1-7=-666/707,6-7=-546/646 Plate Increase=1.25 WEBS 2-7=-344/321,4-6=-778/650 Uniform Loads(Ib/ft) NOTES Vert:1-3=-54,4-5=-54,6-8=-10 1) Unbalanced roof live loads have been considered for Concentrated Loads(Ib) this design. Vert:3=-399 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior (1)3-0-0 to 9-7-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 MiTsk USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milk** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Qualify CAhda,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safely Wonnallonovailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279079 0801 M1B Half Hip 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:26 Page:1 ID:3M6atUJ1 Q7wyv1 vch4lC2Hynceu-haD_W C_4DBoOD618YSZTEcW SVisGssW PcsEipxyX6HJ 4-5-10 8-1-8 I 9-9-0 4-5-10 3-7-14 1-7-8 MT2OHS 6x10 e 12 4 I— 3 354 s r 2x4 e N.' .it 10 = M -.- 2 13 ri 912 m r_M7 O O ,� O o 1 _....11111111111111111111111111111a11111E m I . ' II 7 r 6 1 o ►5 8 ►.t 3x4= 3x4= 2x4 ii MT2OHS 6x10 = 4-5-10 I 7-11-12 I 9-9-0 4-5-10 3-6-2 1-9-4 Scale=1:29 Plate Offsets(X,Y): [1:0-1-6,Edge],[3:0-2-14,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.08 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.08 7-8 >999 180 MT2OHS 187/143 BCLL 0.0' Rep Stress Ina NO WB 0.82 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:99 lb FT=20% LUMBER 3) Unbalanced roof live loads have been considered for Vert:1-3=-54,4-5=-54,6-9=-10 TOP CHORD 2x4 SP No.2 this design. Concentrated Loads(Ib) BOT CHORD 2x4 SP No.2 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vert:3=-5221 WEBS 2x4 SP No.3*Except*3-7:2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; BRACING Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) TOP CHORD Structural wood sheathing directly applied or exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior 4-5-14 oc purlins, except end verticals,and (1)3-0-0 to 9-7-4 zone;cantilever left and right 2-0-0 oc purlins(6-0-0 max.):4-7,4-5. exposed;end vertical left and right exposed;C-C for BOT CHORD Rigid ceiling directly applied or 5-11-11 oc members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 1=1191/Mechanical,6=4645/0-3-8 Max 1=1721 /MC 12) 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 5 degree rotation Max Uplift 1=-696(LC 8),6=-2766(LC 12) about its center. Max Gray 1=1251 (LC 19),6=5653(LC 19) 8) This truss has been designed for a 10.0 psf bottom FORCES (Ib)-Maximum Compression/Maximum chord live load nonconcurrent with any other live loads. Tension 9) *This truss has been designed for a live load of 20.0psf TOP CHORD 1-12=-3702/2605,12-13=-3662/2607, on the bottom chord in all areas where a rectangle 2-13=-3657/2610,2-3=-418/276, 3-06-00 tall by 2-00-00 wide will fit between the bottom 4-7=-261/215,3-4=-6558/4447, chord and any other members. 4-5=-177/158,5-6=-288/229 10)Bearings are assumed to be:,Joint 6 SP No.2 crushing BOT CHORD 1-8=-2659/3481,7-8=-4293/6183, capacity of 565 psi. 6-7=-4350/6252 11)Refer to girder(s)for truss to truss connections. WEBS 4-6=-7942/5502,2-8=-696/1152, 12)Provide mechanical connection(by others)of truss to 4-8=-2901/1808,2-4=-3068/2295 bearing plate capable of withstanding 696 lb uplift at NOTES joint 1 and 2766 lb uplift at joint 6. 1) 2-ply truss to be connected together with 10d 13)Graphical purlin representation does not depict the size (0.131"x3")nails as follows: or the orientation of the purlin along the top and/or Top chords connected as follows:2x4-1 row at 0-9-0 bottom chord. oc. 14)Hanger(s)or other connection device(s)shall be Bottom chords connected as follows:2x4-1 row at provided sufficient to support concentrated load(s)6626 0-9-0 oc. lb down and 4403 lb up at 7-11-12 on top chord. The Web connected as follows:2x4-1 row at 0-9-0 oc. design/selection of such connection device(s)is the 2) All loads are considered equally applied to all plies, responsibility of others. except if noted as front(F)or back(B)face in the LOAD LOAD CASE(S) Standard Joaquin Velez PE No.68182 CASE(S)section.Ply to ply connections have been 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Mitek USA,Inc.FL Cert 6634 provided to distribute only loads noted as(F)or(B), Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 unless otherwise indicated. Uniform Loads(lb/ft) Date: October 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMk a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damoge. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Criteria,DSI-19 and ICSI lidding Component 6904 Parke East Blvd. Safely k formallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty ' Ply Melnyk T18279080 0801 M2 Roof Special 1 1 Job Reference(optional) • Gleckler and Sons Building Supplies,Jacksonville.FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:27 Page:1 ID:Twcc3ncpOyokJIU2UZTRzHynbE7-9nnNkX?j_UwErGcK695ing3b86JibS8ZrW_FLNyX6Hl I 0-6-8 2-0-8 I 5-6-8 I 15-0-0 2-7-0 I 1-7-8 3x6= 3x4 n 5 r 4x8= 456- 0 0 12 Pg 3 4 1 2x4 n c!)c1 N6 4r V N • d, a 6 ✓1 N O Co Co \ O Co ao ao 2 aD .:r 1 ] 9 8 o C 11 10 2x4 ii 3x4= 356= 3x4= 354= I 5-8-4 5-8-4 I 14882 I 12-11-1 I 11-9-4 I Scale=1:37.3 Plate Offsets(X,Y): [3:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.06 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.07 11-14 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:72 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 5-7-12 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(6-0-0 max.):3-4,6-9,6-7. bearing plate capable of withstanding 259 lb uplift at BOT CHORD Rigid ceiling directly applied or 7-9-1 oc joint 8 and 404 lb uplift at joint 2. bracing. 9) Graphical purlin representation does not depict the size REACTIONS (lb/size) 2=585/0-5-8,8=460/0-3-8 or the orientation of the purlin along the top and/or bottom chord. Max Horiz 2=203(LC 12) Max Uplift 2=-404(LC 8),8=-259(LC 12) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-950/498,3-4=-749/430, 4-5=-271/155,6-9=-186/339,5-6=-14/42, 6-7=-48/46,7-8=-107/73 BOT CHORD 2-11=-566/864,10-11=-565/869, 9-10=-461/740,8-9=-278/399 WEBS 3-11=0/165,3-10=-141/135,4-10=-43/182, 4-9=-630/384,6-8=-486/318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 14-7-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 4) Plates checked for a plus or minus 5 degree rotation Mitek USA,Inc.FL Cert 6634 about its center. 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M#-7473 rev.1003/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not 1111111i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPI1 Quality Cdbia,DSS49 and SCSI Building Compon.nf 6904 Parke East Blvd. Safely lnfoimalbnavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279081 0801 M2A Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:29 Page:1 ID:B614Oxll EBu3v2FZkSma_ynbDi-dzLlxtOLIo25SOBWftcxJ 1 boPW b8Kuri4AjpupyX6HH I 2-0-8 I 7-6-8 I 5-7-0 I 1480 7-6-8 3x10. 4x8= 4x6 II 4123 13 4 E N , 2x 4 2x4 e O N N ci 5 9 I • I E} Cc' o o \\ o ch ao ao 2 \\ m r 1 -� f g 7 9 2x4 n 4)(6. 7x6= 3x4= I 7-8-40 7-8-4 I 12-11-1 I 14-9-9-4 I Scale=1:35.7 Plate Offsets(X,Y): [2:0-2-2,Edge],[3:0-5-4,0-2-0],[4:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.16 9-12 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.25 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:67 lb FT=20% LUMBER 6) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*4-8:2x4 SP DSS chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 4-4-9 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(6-0-0 max.):3-4,5-8,5-6. bearing plate capable of withstanding 521 lb uplift at BOT CHORD Rigid ceiling directly applied or 7-6-15 oc joint 7 and 438 lb uplift at joint 2. bracing. 9) Graphical purlin representation does not depict the size REACTIONS (lb/size) 2=641/0-5-8,7=903/0-3-8 or the orientation of the purlin along the top and/or bottom chord. Max Horiz 2=188(LC 12) Max Uplift 2=-438(LC 8),7=-521 (LC 9) 10)Hanger(s)or other connection concentrated device(s)shall be provided sufficient to support concenload(s)633 FORCES (Ib)-Maximum Compression/Maximum lb down and 362 lb up at 12-11-12 on top chord. The Tension design/selection of such connection device(s)is the TOP CHORD 1-2=0/35,2-3=-997/534,3-13=-556/374, responsibility of others. 4-13=-556/374,5-8=-66/191,4-5=-685/469, LOAD CASE(S) Standard 5-6=-58/57,6-7=-158/105 1) Dead+Roof Live(balanced):Lumber Increase=1.25, BOT CHORD 2-9=-563/892,8-9=-563/899,7-8=-592/887 Plate Increase=1.25 WEBS 3-9=-9/242,5-7=-1108/715,3-8=-386/226 Uniform Loads(Ib/ft) NOTES Vert:1-3=-54,3-4=-54,5-6=-54,7-10=-10 1) Unbalanced roof live loads have been considered for Concentrated Loads(Ib) this design. Vert:4=-499 2) Wind:ASCE 7-10;VuIt=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 14-7-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 5) This truss has been designed for a 10.0 psf bottom Mitek USA,Inc.FL Cert 6634 chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 ii A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Qually Cdr•rla,DSI-89 and ICSI lidding Component 6904 Parke East Blvd. Safely Infonnalonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • r T18279082 0801 M2B Half Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries.Inc.Thu Oct 03 13:36:30 Page:1 ID.YL38LYCYs?znhHkTrMrwTcynbDM-59v79DOzV6By4ZmjDa7AsF8OpvyU3LpsIgTMQGyX6HG -2-0-8 I 5-2-2 I 9-6-8 I 13-2-0 1 -7-8 2-0-8 5-2-2 4-4-6 3-7-8 -5-6 4x6= 3x4 412 4 13 r 5 a a 2%4, CD O 312 8 O ri I • I O O O aD aD 2 t0 irt.61 owl 3x10= 7x= 3x6= 4x6= 13-7-8 9-8-4 I 3-6-12 11-10 0 9-8-4 0-4-0 0-0-8 Scale=1:38.8 Plate Offsets(X,Y): [2:0-0-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.16 7-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.24 7-11 >651 180 BCLL 0.0' Rep Stress lncr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:69 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. OTHERS 2x6 SP No.2 6) All bearings are assumed to be SP No.2 crushing BRACING capacity of 565 psi. TOP CHORD Structural wood sheathing directly applied or 7) Provide mechanical connection(by others)of truss to 6-0-0 oc purlins, except end verticals,and bearing plate capable of withstanding 379 lb uplift at 2-0-0 oc purlins(6-0-0 max.):4-5. joint 2 and 248 lb uplift at joint 6. BOT CHORD Rigid ceiling directly applied or 7-4-11 oc 8) Graphical purlin representation does not depict the size bracing. or the orientation of the purlin along the top and/or REACTIONS (lb/size) 2=543/0-5-8,6=403/0-5-8 bottom chord. Max Horiz 2=201 (LC 11) LOAD CASE(S) Standard Max Uplift 2=-379(LC 8),6=-248(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-834/481,3-12=-429/217, 4-12=-423/229,4-13=-362/245, 5-13=-362/245,6-8=-405/302,5-8=-404/301 BOT CHORD 2-7=-638/773,6-7=-75/75 WEBS 3-7=-432/358,4-7=-86/159,5-7=-320/454 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 9-6-8,Exterior(2)9-6-8 to 13-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquink A Inc.PE FL Cert 62 chord live load nonconcurrent with any other live loads. MiTek USA,ICert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 t � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.14532015 BEFORE USE. lo�, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPl1 Quality Criteria,DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Ydonnationovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279083 0801 M2C Half Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:30 Page:1 ID:yTo76Bfm8NdXez3aW d?cTQynbCn-ZMTVMZ1 bGPJpijLvnlePOShCRJMBoI??XTCvyiyX6HF 2-0-8 I 6-2-2 I 11-6-8 I 13-2-0 1 -7i8 2-0-8 6-2-2 5 4-6 1-7-8 0-5-8 4x6= 3x4= 1r 4 4 5 3x4 N N 13 3 w 9 v II O O O m m 2 a0 u7 II 8 7 6 2x4 n 3x10= 3x4= 7x6= 13-7-8 13-7-0 6-2-2 11-8-4 13-3-0 6-2-2 5-6-2 11-6-12 I 0-4I0 0-0-8 Scale=1:42.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.05 8-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.07 8-12 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:75 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. OTHERS 2x6 SP No.2 6) All bearings are assumed to be SP No.2 crushing BRACING capacity of 565 psi. TOP CHORD Structural wood sheathing directly applied or 7) Provide mechanical connection(by others)of truss to 6-0-0 oc purlins, except end verticals,and bearing plate capable of withstanding 375 lb uplift at 2-0-0 oc purlins(6-0-0 max.):4-5. joint 2 and 252 lb uplift at joint 6. BOT CHORD Rigid ceiling directly applied or 8-0-8 oc 8) Graphical purlin representation does not depict the size bracing. or the orientation of the purlin along the top and/or REACTIONS (lb/size) 2=543/0-5-8,6=403/0-5-8 bottom chord. Max Horiz 2=239(LC 11) LOAD CASE(S) Standard Max Uplift 2=-375(LC 8),6=-252(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-812/421,3-13=-227/134, 4-13=-192/147,4-5=-197/164,6-9=-407/291, 5-9=-408/289 BOT CHORD 2-8=-535/733,7-8=-535/733,6-7=-76/84 WEBS 3-8=0/188,3-7=-607/420,4-7=-134/211, 5-7=-317/415 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 11-6-8,Exterior(2)11-6-8 to 13-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Creech.D5549 and BCSI lidding Component 6904 Parke East Blvd. Salsify Inlmmallonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk r T18279084 0801 M2D Roof Special Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 0313:36:31 Page:1 I D:3M6atUJ 107wyv1 vch41C2Hynceu-ZMTVMZ1 bGPJpiiLvnlePOSh8UJioil?XTCvyiyX6HF I -2-0-8 3-6-813-1-8 I 8-6-8 0 I 4 7-0 147 I 2- 0-8 I 3-6-8 NAILED 4x6 ii 4x6= 5 N- h. r °x6= 2x4 a o v 12 4x8= v co 4E o v3 1. 4 ao T ►t m — w w d Ir r o 07 N N °F'— M� 2 ' r ' 9 . 8 O 1 11 15 10 3x6= 2x4 a 4x6= 5x6= 7x6= HTU26 I 3-8-42-11-1 3-8-4 I 4-8-18 I 1 4-7-0 2 I 14-9-0 I 4 Scale=1:36.1 Plate Offsets(X,Y): [2:0-5-2,0-1-5],[3:0-5-4,0-2-0],[5:0-3-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.22 10-11 >796 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.27 10-11 >643 180 BCLL 0.0* Rep Stress Ind NO WB 0.61 Horz(CT) 0.04 8 n/a rt/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:83 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) 14)Warning:Additional permanent and stability bracing for TOP CHORD 2x4 SP No.2*Except*3-4:2x4 SP DSS Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; truss system(not part of this component design)is BOT CHORD 2x6 SP DSS Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) always required. WEBS 2x4 SP No.3''Except*5-9:2x4 SP DSS exterior zone;cantilever left and right exposed;end 15)In the LOAD CASE(S)section,loads applied to the face BRACING vertical left and right exposed;Lumber DOL=1.60 plate of the truss are noted as front(F)or back(B). TOP CHORD Structural wood sheathing directly applied or grip DOL=1.60 LOAD CASE(S) Standard 3-2-3 oc purlins, except end verticals,and 3) Provide adequate drainage to prevent water ponding. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 2-0-0 oc purlins(3-4-6 max.):3-4,6-9,6-7. 4) Plates checked for a plus or minus 5 degree rotation Plate Increase=1.25 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc about its center. Uniform Loads(lb/ft) bracing. 5) This truss has been designed for a 10.0 psf bottom Vert:1-3=-54,3-4=-54,4-5=-54,6-7=-54,2-8=-10 chord live load nonconcurrent with any other live loads. WEBS T-Brace: 2x4 SP No.3-4-9 Concentrated Loads(Ib) Fasten(2X) T and I braces to narrow edge 6) 'This truss has been designed for a live load of 20.Opsf Vert:3=-11(F),5=-499,11=-9(F),14=-156(F), of web with 10d(0.131"x3")nails,6in on the bottom chord in all areas where a rectangle 15=-649(F) o.c.,with Sin minimum end distance. 3-06-00 tall by 2-00-00 wide will fit between the bottom Brace must cover 90%of web length. chord and any other members. REACTIONS (lb/size) 2=1188/0-5-8,8=1180/0-3-8 7) All bearings are assumed to be SP DSS crushing Max Horiz 2=205(LC 34) capacity of 660 psi. Max Uplift 2=773(LC 4),8=692(LC 8) 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 692 lb uplift at FORCES (Ib)-Maximum Compression/Maximum joint 8 and 773 lb uplift at joint 2. Tension 9) Graphical purlin representation does not depict the size TOP CHORD 1-2=0/35,2-3=-3210/1856,3-14=-3316/1930, or the orientation of the purlin along the top and/or 4-14=-3316/1930,4-5=-665/365, bottom chord. 6-9=-284/452,5-6=-582/372,6-7=-74/59, 10)Use Simpson Strong-Tie HTU26(20-10d Girder, 7-8=-176/101 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at BOT CHORD 2-11=-1895/3033,11-15=-1934/3112, 4-11-4 from the left end to connect truss(es)to front face 10-15=-1934/3112,9-10=-1963/3288, of bottom chord. 8-9=-635/1080 11)Fill all nail holes where hanger is in contact with lumber. WEBS 3-11=-311/624,3-10=-713/635, 12)*NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 4-10=-166/317,4-9=-2771/1665, per NDS guidelines. 6-8=-1286!779 13)Hanger(s)or other connection device(s)shall be NOTES provided sufficient to support concentrated load(s)633 1) Unbalanced roof live loads have been considered for lb down and 297 lb up at 12-11-12,and 141 lb down this design. and 112 lb up at 3-6-8 on top chord,and 91 lb down and 27 lb up at 3-6-8 on bottom chord. The design/ selection of such connection device(s)is the Joaquin Velez PE No.68182 responsibility of others. Mitek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 r, A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Ml Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUtptt Quality Criteria,031149 and SCSI Building Component 6904 Parke East Blvd. Safety Infoemafbnavallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279085 0801 M3 5 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:32 Page:1 ID:36jH8mkW gCEQz?Nc5z92H7yf M6c-1 YOtav2D 1 jRgJtw5L?9exgDMgjfbXG89m7yTU8yX6HE -2-0-8 4-8-2 I 8-10 4 2-0-8 I 4-8-2 12 2x4 u 4 I- 4 5 2x4 1 3 V r%) 2 1 P-2111=111. 7 ►� 6 3x6= 3x6= 8-6-12 8-I1 L-0 8-6-12 0-3-4 Scale=1:32.8 Plate Offsets(X,Y): [2:0-0-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.15 7-10 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.22 7-10 >461 180 BCLL 0.0' Rep Stress lncr YES WB 0.15 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:40 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 292 lb uplift at BOT CHORD 2x4 SP No.2 joint 2 and 176 lb uplift at joint 7. WEBS 2x4 SP No.3 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=397/0-5-8,7=267/Mechanical Max Horiz 2=185(LC 11) Max Uplift 2=-292(LC 8),7=-176(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-418/247,3-11=-101/59, 4-11=-95/74,4-5=-1/0,4-7=-91/150 BOT CHORD 2-7=-336/384,6-7=0/0 WEBS 3-7=-409/321 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 8-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 t � A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/13/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/W11 Quality Cdfefa,DS11-$9 and SCSI Bidding Component 6904 Parke East Blvd. Safety YNormallollovailoble from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279086 0801 M3A 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:32 Page:1 ID:XZo5wwypOkVt7m1491UG?wyf M6K-VkaFnF3ro1 ZXx1 VluigtUtmVu7?rGlnl_nh01 ayX6HD 2-0-88 ( 8-10-0 8-10-0 2x4 u 3 4 12 4 I- 13 ch 3x6 th 2 () 1 jorA 6 17 2x4 3x4 0 11-12 5-11-8 8-6-12 8-1C-0 10-1 O-11-12I 4-11-12 2-7-4 0-3-4 Scale=1:32.6 Plate Offsets(X,Y): [2:0-3-14,0-1-8],[2:0-1-4,1-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 7-12 >999 180 BCLL 0.0' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:36 lb FT=20% LUMBER 4) 'This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. WEDGE Left:2x4 SP No.3 5) Bearings are assumed to be:Joint 2 SP No.2 crushing BRACING capacity of 565 psi,Joint 7 SP No.2 crushing capacity of TOP CHORD Structural wood sheathing directly applied or 565 psi. 6-0-0 oc purlins, except end verticals. 6) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 7) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 114 lb uplift at joint REACTIONS (Ib/size) 2=408/0-3-8,6=147/Mechanical, 6,320 lb uplift at joint 2 and 56 lb uplift at joint 7. 7=110/0-5-8 LOAD CASE(S) Standard Max Horiz 2=185(LC 11) Max Uplift 2=-320(LC 8),6=-114(LC 8), 7=-56(LC 12) Max Gray 2=408(LC 1),6=147(LC 1),7=152 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-13=-800/515,3-13=-115/90, 3-4=-1/0,3-6=-155/206 BOT CHORD 2-7=-508/879,6-7=-67/73,5-6=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-11-12, Interior(1)0-11-12 to 8-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA.Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W-7473 rev.1(9113(2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality CdtNdo,DS$I-119 and BCSI Mang Component 6904 Parke East Blvd. Safely bfannallanovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279087 0801 M3B 2 1 Job Reference(optional) Gledder and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:33 Page:1 ID:VeFvovZdgYvRYOb76v_A1 dyfNMu-VkaFnF3ro1 ZXx1 VI ujgtUtmW I7ONGInl_nh01 ayX6HD 2-0-8I 8-6-0 8-6-0 2x4 n 3 4 12 4 I- 13 r 3x6 2 —Ado PN I :7;T _Trigi 6 ►.1 5 7 2x4 ii 354= 0-11-12 5-1 1-8 8-2-12 8-6-0 I0-11 -121 4-11 -12 2-3-4 0-3-4 Scale=1:31.9 Plate Offsets(X,Y): (2:0-2-2,Edge],(2:0-1-4,1-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.05 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 7-12 >999 180 BCLL . 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 lb FT=20% LUMBER 4) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. WEDGE Left:2x4 SP No.3 5) Bearings are assumed to be:Joint 2 SP No.2 crushing BRACING capacity of 565 psi,Joint 7 SP No.2 crushing capacity of TOP CHORD Structural wood sheathing directly applied or 565 psi. 6-0-0 oc purlins, except end verticals. 6) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 7) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 109 lb uplift at REACTIONS (lb/size) 2=405/0-3-8,6=138/Mechanical, joint 6,319 lb uplift at joint 2 and 50 lb uplift at joint 7. 7=101/0-5-8 LOAD CASE(S) Standard Max Horiz 2=179(LC 11) Max Uplift 2=-319(LC 8),6=-109(LC 8), 7-50(LC 12) Max Gray 2=405(LC 1),6=138(LC 1),7=146 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-13=-800/515,3-13=-112/87, 3-4=-1/0,3-6=-147/202 BOT CHORD 2-7=-508/880,6-7=-64/70,5-6=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-11-12, Interior(1)0-11-12 to 8-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10103,2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSII1PI1 Quality Celina,DSS-89 and IICSI Balding Component 6904 Parke East Blvd. Safety infoimalbnovoilabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279088 0801 M4 Roof Special Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:33 Page:1 ID:X1 ZdXYRgwnEaDyfxm_Yt7myncCK-zx8e_b4TZKhOZB4USOB604JkiXPw?C1 RDRRaZ1yX6HC I -2-0-8 4-0-0 5-10-15 208 I 2-0-0 I 2-0-0 I 1-10-15 I 4 12 4x8 4x6= 5 3 ►t4�J m 'n '��M co 0o c%I rt N O P7 1 111 Y/ O 1 Q 8 7 6 2x4 n 3x4= 3x4= 3x4= 5-10-15 2-1-12 2-1-12 I 1-8-8 I 1-8-6 0-4-5 Scale=1:29.7 Plate Offsets(X,Y): [3:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0' Rep Stress lncr NO WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:28 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 7) Bearings are assumed to be:,Joint 2 SP No.3 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 5-10-15 oc purlins,except 8) Refer to girder(s)for truss to truss connections. 2-0-0 oc puffins:3-4. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 46 lb uplift at joint bracing. 5,264 lb uplift at joint 2 and 63 lb uplift at joint 6. REACTIONS (lb/size) 2=326/0-5-8,5=50/Mechanical, 10)Graphical purlin representation does not depict the size 6=122/Mechanical or the orientation of the purlin along the top and/or Max Horiz 2=114(LC 30) bottom chord. Max Uplift 2=-264(LC 4),5=-46(LC 4),6=63 11)Hanger(s)or other connection device(s)shall be (LC 8) provided sufficient to support concentrated load(s)115 lb down and 46 lb up at 2-0-0 on top chord,and 43 lb FORCES (Ib)-Maximum Compression/Maximum down and 16 lb up at 2-0-0 on bottom chord. The Tension design/selection of such connection device(s)is the TOP CHORD 1-2=0/35,2-3=-321/147,3-4=-294/143, responsibility of others. 4-5=-19/12 12) In the LOAD CASE(S)section,loads applied to the face BOT CHORD 2-8=-176/282,7-8=-173/288,6-7=-178/294 of the truss are noted as front(F)or back(B). WEBS 3-8=-20/66,3-7=-180/63,4-7=-8/85, LOAD CASE(S) Standard 4-6=-313/190 1) Dead+Roof Live(balanced):Lumber Increase=1.25, NOTES Plate Increase=1.25 1) Unbalanced roof live loads have been considered for Uniform Loads(Ib/ft) this design. Vert:1-3=-54,3-4=-54,4-5=-54,6-9=-10 2) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Concentrated Loads(Ib) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:8=-12(F) Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom Mitek Joaquin USA,Inc. No.68182Cert chord live load nonconcurrent with any other live loads. Mitek I .FL Cert 6634 6904 Parke East Blvd,Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010.32015 BEFORE USE. mi,. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Brocing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAN3I/IPI1 Quality Ciltada,DSII-89 and ICSI Bolding Component 6904 Parke East Blvd. Sal•ty IMounalonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279089 0801 M4A Roof Special 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:34 Page:1 ID:mV4cspLfpKDjFk2PIJO?p4yncCS-S7i0Cx46KepFALegO7jLZlrvnwlBke3bS5A75TyX6HB -2-0-8 4-0-0 6-0-0 8-0-0 2-0-8 4-0-0 2-0-0 2-0-0 5 12 4x10= 4x6= 4(- 3 4 N N7 N 2 M :, El lej OI 0 1 O 8 7 6 Ade lb. 2x4 rr 3x4= 2x4 3x4= 4-1-12 I 5-10-4 8-0-0 4-1-12 1-8-8 2-1-12 Scale=1:24.4 Plate Offsets(X,Y): [3:0-5-0,0-1-13],[6:0-1-10,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 8-11 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:37 lb FT=20% LUMBER 5) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 6) 'This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members. 6-0-0 oc purlins,except 7) Bearings are assumed to be:,Joint 2 SP No.2 crushing 2-0-0 oc purlins(6-0-0 max.):3-4. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Refer to girder(s)for truss to truss connections. bracing. 9) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=386/0-5-8,5=52/Mechanical, bearing plate capable of withstanding 48 lb uplift at joint 6=183/Mechanical 5,286 lb uplift at joint 2 and 99 lb uplift at joint 6. Max Horiz 2=150(LC 8) 10)Graphical purlin representation does not depict the size Max Uplift 2=-286(LC 8),5=-48(LC 8),6=-99 or the orientation of the purlin along the top and/or (LC 12) bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/35,2-3=-405/259,3-4=-288/182, 4-5=-26/13 BOT CHORD 2-8=-323/355,7-8=-325/359,6-7=-223/282 WEBS 3-8=-23/100,3-7=-120/121,4-7=-41/100, 4-6=-329/260 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 4-0-0,Exterior(2)4-0-0 to 6-0-0, Interior(1)6-0-0 to 7-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Joaquin Velez PE No.68182 3) Provide adequate drainage to prevent water ponding. Mitek USA,Inc.FL Cert 6634 4) Plates checked for a plus or minus 5 degree rotation about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing Mitek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSV1PI1 Quality Criteria,DS549 and SCSI Bolding Component 6904 Parke East Blvd. Safety MolmatIonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279090 0801 M4B Half Hip 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:34 Page:1 I D:fGJ7hAOAsZj9kLLAX8TxzwyncCO-S7i0Cx46KepFALegO7jLZI ruywlvkeybS5A75TyX6H B -2-0-8 6-0-0 8-0-0 2-0-8 I 6-0-0 I 2-0-0 4x10= 12 3 4 4 p 1 /NI U v 0 r� N 2 N j V � O 1 11111r 6 5 2x4 rr 3x4 3x4= 6-1-12 8-0-0 6-1-12 1-10-4 Scale=1:26.6 Plate Offsets(X,Y): [3:0-5-0,0-1-13],[5:0-0-14,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.06 6-9 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:34 lb FT=20% LUMBER 6) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 7) Bearings are assumed to be:,Joint 2 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins,except 8) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins:3-4. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 43 lb uplift at joint bracing. 4,284 lb uplift at joint 2 and 100 lb uplift at joint 5. REACTIONS (lb/size) 2=383/0-5-8,4=52/Mechanical, 10)Graphical purlin representation does not depict the size 5=185/Mechanical or the orientation of the purlin along the top and/or bottom chord. Max Horiz 2=152(LC 8) Max Uplift 2=-284(LC 8),4=-43(LC 8), LOAD CASE(S) Standard 5=-100(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-10=-273/152,3-10=-224/162, 3-4=0/0 BOT CHORD 2-6=-204/212,5-6=-206/220 WEBS 3-6=-40/177,3-5=-303/285 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 6-0-0,Exterior(2)6-0-0 to 7-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 4) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Cdteda,DSI-89 and ICSI Building Component 6904 Parke East Blvd. Safely YtfotmaMargvoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279091 0801 M5 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:35 Page:1 ID:RVGOJnedSI8?wHS_M9?6hSyfM48-wJGOPH5k5yx6oUDtarEa5V06LK5?T6LkhlwgdvyX6HA -2-0 I 2-0-8 I 4-9-8 I 6 1-4-8 1-4-8 I 5x8= 4 12 3x4. 2x4. N NCV �r -� rbT 3 I2� 0 0pi ��r 99 9 0 °?°? r s N I 2 Ir. L=� 6 co.? .411 ■ 0 1 •'••::❖:❖:❖:❖:❖iii.:•:•:::::: 10 7 11 354= 3x10= 4x6= NAILED HGUS26-2 HTU26 HGUS26-2 7-6-8 I 4-10-14 I 7-4-12 I I 4-10-14 2-5-14 0-1-12 Scale=1:35.3 Plate Offsets(X,Y): [7:0-4-12,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:82 lb FT=20% LUMBER 3) Unbalanced roof live loads have been considered for 17)Use Simpson Strong-Tie HGUS26-2(20-10d Girder, TOP CHORD 2x4 SP No.2 this design. 6-10d Truss)or equivalent at 4-11-8 from the left end to BOT CHORD 2x6 SP No.2 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) connect truss(es)to back face of bottom chord,skewed WEBS 2x4 SP No.3 Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; 0.0 deg.to the left,sloping 0.0 deg.down. BRACING Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) 18)Fill all nail holes where hanger is in contact with lumber. TOP CHORD Structural wood sheathing directly applied or exterior zone;cantilever left and right exposed;end 19)'NAILED"indicates Girder:3-16d(0.162"x 3.5') toe- 7-6-8 oc purlins, except end verticals,and vertical left and right exposed;Lumber DOL=1.60 plate nails per NDS guidelines. 2-0-0 oc purlins:3-5. grip DOL=1.60 20)Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 5) Provide adequate drainage to prevent water ponding. provided sufficient to support concentrated load(s)192 bracing. 6) Plates checked for a plus or minus 5 degree rotation lb down at 6-11-12,and 644 lb down at 6-11-12 on REACTIONS (lb/size) 2.338/7-6-8,6=115/7f-8, about its center. bottom chord. The design/selection of such connection 7=1707/7-6-8 7) Gable requires continuous bottom chord bearing. device(s)is the responsibility of others. Max Horiz 2=92(LC 5) 8) This truss has been designed for a 10.0 psf bottom LOAD CASE(S) Standard Max Uplift 2=-289(LC 4),6=-74(LC 23), chord live load nonconcurrent with any other live loads. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 7=-681(LC 5) 9) 'This truss has been designed for a live load of 20.Opsf Plate Increase=1.25 Max Gray 2=338(LC 1),6=651(LC 14), on the bottom chord in all areas where a rectangle Uniform Loads(lb/ft) 7=2702(LCC2) 3-06-00 tall by 2-00-00 wide will fit between the bottom Vert:1-3=-54,3-5=-54,2-6=-10 chord and any other members. Concentrated Loads(Ib) FORCES (Ib)-Maximum Compression/Maximum 10)All bearings are assumed to be SP No.2 crushing Vert:7=-480(F=-350,B=-130),10=-879(F=-426, Tension capacity of 565 psi. B=-453),11=-218(F=-47,B=-170) TOP CHORD 1-2=0/35,2-3=-135/37,3-4=-21/53, 11)Bearing at joint(s)6 considers parallel to grain value 4-5=-23/18,5-6=-25/21 using ANSI/TPI 1 angle to grain formula. Building BOT CHORD 2-10=-81/140,7-10=-43/11,7-11=-56/37, designer should verify capacity of bearing surface. 6-11=-56/37 12)Provide mechanical connection(by others)of truss to WEBS 3-7=-129/89,4-7=-74/47,4-6=-53/75 bearing plate capable of withstanding 289 lb uplift at NOTES joint 2,681 lb uplift at joint 7 and 74 lb uplift at joint 6. 1) 2-ply truss to be connected together as follows: 13)Beveled plate or shim required to provide full bearing Top chords connected with 10d(0.148"x3")nails as surface with truss chord at joint(s)2. follows:2x4-1 row at 0-9-0 oc. 14)Graphical purlin representation does not depict the size Bottom chords connected with 10d(0.131"x3")nails as or the orientation of the purlin along the top and/or follows:2x6-2 rows staggered at 0-7-0 oc. bottom chord. Web chords connected with 10d(0.131"x3")nails as 15)Use Simpson Strong-Tie HGUS26-2(20-10d Girder, follows:2x4-1 row at 0-9-0 oc. 6-10d Truss)or equivalent at 4-11-8 from the left end to 2) All loads are considered equally applied to all plies, connect truss(es)to front face of bottom chord. except if noted as front(F)or back(B)face in the LOAD 16)Use Simpson Strong-Tie HTU26(20-10d Girder, Joaquin Velez PE No.68182 CASE(S)section.Ply to ply connections have been 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at MiTek USA,Inc.FL Cert 6634 provided to distribute only loads noted as(F)or(B), 4-0-12 from the left end to connect truss(es)to back 6904 Parke East Blvd.Tampa FL 33610 unless otherwise indicated. face of bottom chord,skewed 0.0 deg.to the left,sloping Date: 0.0 deg.down. October 3,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS//TPIt aloft CAlala.DSI-19 and ICII fielding Component 6904 Parke East Blvd. Safety b fonnatIonavailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Melnyk T18279092 0801 M5A 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 15:19:36 Page:1 I D:P09,11 XgzTsaf mq FvNtn9w6yfM5C-xW eDurRjD78EzzalQTr6YaF_CLZDzyOUy9uBANyX5es -2-0-8 4-9-8 4 7-3-8 9-9-8 2-0-8 I 4-9-8 2-6-0 I 2-6-0 12 5x8= 4 3x10= 2x4 ii c., rol 3 � 4 11 d o II MU 0 0 0 o v co 2 II ` w 8 I • } 6 o .•O:•. . iO♦Oi r:::":�!`1.O1O ��O•: •�:t"^:::•:::•:C•:•"•:•:•::: W.4.. V.VV. . .t . 354= 3x10= 2x4 n 4x6= 4-11-10 7-3-8 9-9$ 4-11-10 I 2.3-14 I 2-6-0 I Scale=1:34.8 Plate Offsets(X,Y): [8:0-4-12,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.47 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress lncr NO WB 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:107 lb FT=20% LUMBER 3) Unbalanced roof live loads have been considered for Vert:8=-2355(F=-1330,B=-1026),12=-1183 TOP CHORD 2x4 SP No.2 this design. (F=-510,B=-673),13=-400(F=-167,B=-232), BOT CHORD 2x6 SP No.2 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) 14=-416(F=-183,B=-233) WEBS 2x4 SP No.3 Vasd=101mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; BRACING Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) TOP CHORD Structural wood sheathing directly applied or exterior zone;cantilever left and right exposed;end 9-9-8 oc purlins, except end verticals,and vertical left and right exposed;Lumber DOL=1.60 plate 2-0-0 oc purlins(6-0-0 max.):3-5. grip DOL=1.60 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 5) Provide adequate drainage to prevent water ponding. bracing. 6) Plates checked for a plus or minus 5 degree rotation REACTIONS All bearings 9-9-8. about its center. (Ib)- Max Honz 2=92(LC 5) 7) Gable requires continuous bottom chord bearing. Max Uplift All uplift 100(Ib)or less at joint(s) 8) This truss has been designed for a 10.0 psf bottom 6,2 except 7=-254(LC 3),8=-1603 chord live load nonconcurrent with any other live loads. (LC 4) 9) 'This truss has been designed for a live load of 20.Opsf Max Gray All reactions 250(Ib)or at joint on the bottom chord in all areas where a rectangle (s)2 except250(l o less3-06-00 tall by 2-00-00 wide will fit between the bottom l00 LC 14),6=715(LC 14),8=9577 14) chord and any other members. 7= 10)Provide mechanical connection(by others)of truss to FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 bearing plate capable of withstanding 100 lb uplift at (Ib)or less except when shown. joint(s)2,6,2 except(jt=lb)8=1603,7=254. TOP CHORD 2-3=-952/1206,3-4=-885/1130 11)Graphical puffin representation does not depict the size BOT CHORD 2-12=-1124/922,8-12=-1124/922, or the orientation of the puriin along the top and/or 8-13=-403/343,7-13=-403/343, bottom chord. 7-14=-403/343,6-14=403/343 12)Hanger(s)or other connection device(s)shall be WEBS 3-8=-586/461,4-8=-812/651,4-6=-376/493 provided sufficient to support concentrated load(s)673 NOTES lb down and 405 lb up at 4-0-12,510 lb down and 315 1) 2-ply truss to be connected together with 10d lb up at 4-0-12,3782 lb down at 4-11-8,4897 lb down (0.131"x3")nails as follows: at 4-11-8,879 lb down at 6-11-12,641 lb down at Top chords connected as follows:2x4-1 row at 0-9-0 6-11-12,and 879 lb down at 8-8-4,and 697 lb down at oc. 8-11-12 on bottom chord. The design/selection of such Bottom chords connected as follows:2x6-2 rows connection device(s)is the responsibility of others. staggered at 0-8-0 oc. LOAD CASE(S) Standard Web connected as follows:2x4-1 row at 0-9-0 oc. 1) Dead+Roof Live(balanced):Lumber Increase=1.00, 2) All loads are considered equally applied to all plies, Plate Increase=1.00 Joaquin Velez PE No.68182 except if noted as front(F)or back(B)face in the LOAD Uniform Loads(lb/ft) MiTek USA.Inc.FL Cert 6634 CASE(S)section.Ply to ply connections have been Vert:1-3=-54,3-5=-54,2-6=-10 6904 Parke East Blvd.Tampa FL 33610 provided to distribute only loads noted as(F)or(B), Concentrated Loads(Ib) unless otherwise indicated. Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not o truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSVIPII Quality CAr•da,DS6-$9 and SCSI Building Component 6904 Parke East Blvd. Safety Irformatlonovallable from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279093 0801 M5B Roof Special Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 15:23:10 Page:1 ID:7XApR W KF7FPTLXd 1 TmYYmTyf Myr-8t8VOM2abAEkF?W 4W 7CXIwfi60_grAt805T4DPyX5bV 2-7-8 4-9-8 1-10-8 ill 8-11-8 2-9-12 16- 1-8 21-9-0 I 2-0-8 I 1-10-8 I t- -o I 4-2-0 I 13-0.4 I 4.1'12 4-9-8 0-9-0 1-5-0 NAILED 12 4x8 0 3x10= 2x4 a 5x6= 4x6= 4 2x4a v x354= 3x4= 6 _� ►4 7 =4 �� 8 �� R 9 �� il� C. 61 w A w ,nom o,� 3 4 5 _01‘ _ o n n o 2 20 pi1�7[�1 r� � ..r. � m rr 1 i-..v ....•i,ifiiiiii�il� -r.. �� —11 6 ••.•..•• ,': Job Truss Truss Type Qty Ply Melnyk • 0801 M5B Roof Special Girder 1 2 T18279093 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 15:23:10 Page:2 ID:7XApRWKF7FPTLXd1TmYYmTyfM5r-8t8VOM2abAEkF?W4W7CXIwfi60 grAt805T4DPyX5bV 15)'NAILED"indicates Girder:3-10d(0.148"x 3') toe-nails per NDS guidelines. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)386 lb down at 6-11-12,and 879 lb down at 6-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads(Ib/ft) Vert:1-3=-54,3-5=-54,5-6=-54,6-10=-54,2-11=-10 Concentrated Loads(Ib) Vert:16=-1276(F=-824,B=-452),22=-884(F=-628, 8=-256),23=-331(F=-232,B=-98),24=-331 (F=-232,B=-98),25=-334(F=-236,B=-98),26=-236 (F),27=-98(B),28=-236(F),29=-334(F=-236, B=-98),30=-269(F=-236,B=-32),31=-326(F=-228, B=-98),32=-327(F=-229,B=-98) V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPII Quality Citrate,DS8-89 and ICSI Maio Component 6904 Parke East Blvd. Safety IMomtattonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279094 0801 M7 Half Hip Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:38 Page:1 ID:Yj?6U55rbXGkzdzrs8cjrsymoXa-siO8gy7_dZBq 1 oNFhGG2BwTOF8oJx_n183PnioyX6H8 3-0-0 0-1-12 2-0-0 I 5-5- 0 I 8-10-0 3-0-0 0 _12 1-10-4 3-5-0 3-5-0 8 12 4x8= 2x4 a 3x4= r 3 _A10 ii:Et tr.it 03.141 4x6 t E... r O 2 O O pAI O O m O O co — 11 9 M N/ 6 1 % 8 11 7 3x6 n 3x4= 3x10= 2x4 u 2-1-12 I 5-5-0 I 8-10-0 2-1-12 3-3-4 3-5-0 Scale=1:39.5 Plate Offsets(X,Y): [2:0-2-14,0-2-0],[3:0-5-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.01 7-8 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.14 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:71 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.Opsf TOP CHORD 2x6 SP No.2*Except*3-5:2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x6 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*9-2:2x4 SP No.2 chord and any other members. BRACING 7) Bearings are assumed to be:Joint 9 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(6-0-0 max.):3-5. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bearing plate capable of withstanding 259 lb uplift at bracing. joint 6 and 405 lb uplift at joint 9. 6=204/Mechanical,9=379/0-5-8 10)Graphical purlin representation does not depict the size REACTIONS (lb/size) 9=177(LC 5) or the orientation of the purlin along the top and/or Max H bottom chord. Max Uplift 6=-259(LC 5),9=-405(LC 8) be Max Gray 6=219(LC 20),9=441 (LC 32) 11)Hanger(s)uootherit connection device(s)a ed shall provided sufficient to support concentrated load(s)347 FORCES (lb)-Maximum Compression/Maximum lb down and 367 lb up at 2-0-0,and 154 lb down and Tension 149 lb up at 4-0-12 on top chord,and 47 lb down and TOP CHORD 1-2=0/94,2-3=-325/280,3-10=-240/267, 172 lb up at 2-0-0,and 43 lb down and 102 lb up at 4-10=-240/267,4-5=-240/267,5-6=-200/269, 4-0-12 on bottom chord. The design/selection of such 2-9=-432/418 connection device(s)is the responsibility of others. BOT CHORD 8-9=-169/105,8-11=-307/310, 12)In the LOAD CASE(S)section,loads applied to the face 7-11-307/310,6-7=-48/36 of the truss are noted as front(F)or back(B). WEBS 3-8=-197/161,3-7=-167/222,4-7=-192/195, LOAD CASE(S) Standard 5-7=-345/297,2-8=-367/481 1) Dead+Roof Live(balanced):Lumber Increase=1.25, NOTES Plate Increase=1.25 1) Unbalanced roof live loads have been considered for Uniform Loads(lb/ft) this design. Vert:1-2=-54,2-3=-54,3-5=-54,6-9=-10 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Concentrated Loads(Ib) Vasd=101mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Vert:3=95(B),10=39(B) Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. Mitek USA.Inc.FL Cert 6634 5) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TWl Qualify Criteria.036-19 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infmmaflonavoiloble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type qty Ply Melnyk • • T18279095 0801 M8 Half Hip 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:38 Page:1 I D:CICDROI jn?eRts4t3b0Y8pym0Xf-KuyX217cOtJhfyyRFznHj80Z6Y7CgRiANjSLEEyX6H7 I -3-0-0 0-1112 4-0-0 8-10-0 3-0-0 0 I12 3-10-4 I 4-10-0 4x8= 2x4 ii 3 8 9 4 812 *" ►� ►� i� �■ r 4x6:iiiill 0 0 0 vv v 2 v N in 0 i, A 7 r "/ 5 1 ►/ ►� 6 3x6 ii 3x4= 3x4= 4-1-12 I 4-8-4 4-1-12 Scale=1:35.9 Plate Offsets(X,Y): [2:0-2-14,0-2-0],[3:0-5-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0' Rep Stress Ind YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:67 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x6 SP No.2*Except*3-4:2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3`Except*7-2:2x4 SP No.2 chord and any other members. BRACING 7) Bearings are assumed to be:Joint 7 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins:3-4. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bearing plate capable of withstanding 249 lb uplift at bracing. joint 7 and 185 lb uplift at joint 5. REACTIONS (lb/size) 5=242/Mechanical,7=474/0-5-8 10)Graphical purlin representation does not depict the size Max Horiz 7=249(LC 11) or the orientation of the puriin along the top and/or bottom chord. Max Uplift 5=-185(LC 9),7=-249(LC 12) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/94,2-3=-237/184,3-8=-93/102, 8-9=-93/102,4-9=-93/102,4-5=-127/139, 2-7=-460/450 BOT CHORD 6-7=-386/366,5-6=-228/254 WEBS 3-6=-20/125,3-5=-242/219,2-6=-121/212 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 4-0-0,Exterior(2)4-0-0 to 8-2-15, Interior(1)8-2-15 to 8-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. 5) This truss has been designed for a 10.0 psf bottom MiTek USA,Inc.FL Cert 6634 chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see/MI/Tell Quality Creed%D5149 and BCE!Building Component 6904 Parke East Blvd. Safely ksformallonavallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279096 0801 M9 Half Hip 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:39 Page:1 I D:o_6MVodgTkhee ElStgtp4wym0 W v-o5VvFe8 E9ARXH6XephI W GLYgnxRAPtBKbNuumgyX6H6 3-0-0 0 ii12 6-0-0 j 8-10-0 3-0-0 0- -12 5-10-4 I 2-10-0 4x8= 2x4 rr 3 4 1 1 , 1iIi 7 r� "I 5 6 3x6 n 3x4= 4x6= 6-1-12 8-10-0 6-1-12 I 2-8-4 Scale=1:41.9 Plate Offsets(X,Y): [2:0-2-14,0-2-0],[3:0-5-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.22 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:77 lb FT=20% LUMBER 6) Bearings are assumed to be:Joint 7 SP No.2 crushing TOP CHORD 2x6 SP No.2*Except*3-4:2x4 SP No.2 capacity of 565 psi. BOT CHORD 2x4 SP No.2 7) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3*Except*7-2:2x4 SP No.2 8) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 249 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 7 and 197 lb uplift at joint 5. 6-0-0 oc purlins, except end verticals,and 9) Graphical purlin representation does not depict the size 2-0-0 oc purlins:3-4. or the orientation of the purlin along the top and/or BOT CHORD Rigid ceiling directly applied or 8-5-3 oc bottom chord. bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 5=242/Mechanical,7=474/0-5-8 Max Horiz 7=317(LC 9) Max Uplift 5=-197(LC 9),7=-249(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/94,2-8=-227/127,3-8=-141/148, 3-4=-124/135,4-5=-73/84,2-7=-450/439 BOT CHORD 6-7=-490/471,5-6=-208/242 WEBS 3-6=-25/166,3-5=-329/279,2-6=-237/290 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 6-0-0,Exterior(2)6-0-0 to 8-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 5) 'This truss has been designed for a live load of 20.0psf MiTek USA,Inc.FL Cert 6634 on the bottom chord in all areas where a rectangle 6904 Parke East Blvd.Tampa FL 33610 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/1P11 Quality Crlt•rla,DSII-69 and SCSI Bolding Component 6904 Parke East Blvd. Safety ktforma11011available from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Melnyk • 718279097 0801 M10 Half Hip 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:39 Page:1 ID:o_6MVodgTkheeEl5tgtp4wymOW v-o5VvFe8E9ARXH6XephIW GLYgnxOHPmgKbNuumgyX6H6 -3-0-0 0-11-12 8-0-0 8-10-0 I I 3-0-0 0-1-12 7-10-4 0-10-0 0-3-0 H 3x4= 4x6= 3 4 — — iv 812 11 8 0 9 9 9 9 o_ N r: 7x6= n 2 �I , ii 1 7 i: 5 6 3x6 a 7x6= 4x61n 0 8-1-12 8i10I 8-1-12 0-8-4 Scale=1:58.8 Plate Offsets(X,Y): [2:0-2-8,0-3-0],[3:0-3-12,0-2-0],[4:Edge,0-1-8],[5:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.14 6-7 >759 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.22 6-7 >477 180 BCLL 0.0` Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:78 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x6 SP No.2*Except*3-4:2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*7-2:2x4 SP No.2 chord and any other members. BRACING 6) Bearings are assumed to be:Joint 7 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(6-0-0 max.):3-4. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 6-11-11 oc bearing plate capable of withstanding 209 lb uplift at bracing. joint 5 and 233 lb uplift at joint 7. REACTIONS (lb/size) 5=242/Mechanical,7=474/0-5-8 9) Graphical purlin representation does not depict the size Max Horiz 7=385(LC 11) or the orientation of the purlin along the top and/or bottom chord. Max Uplift 5=-209(LC 9),7=-233(LC 12) LOAD CASE(S) Standard Max Gray 5=297(LC 19),7=474(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/94,2-8=-264/209,3-8=-242/236, 3-4=-180/175,4-5=-201/136,2-7=-426/435 BOT CHORD 6-7=-662/695,5-6=-130/162 WEBS 3-6=-337/413,2-6=-549/538 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 8-0-0,Exterior(2)8-0-0 to 8-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mil-ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIR*. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/TPl1 Quality Cdt•do,DSII-69 and SCSI Building Cornponint 6904 Parke East Blvd. Safety Inten'nalionavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • • T18279098 0801 M11 Jack Closed 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 S Sep 21 2019 Print:8.320 S Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:40 Page:1 I D:o_6MVodgTkhee E l5tgtp4wym0 W v-GH3HS_9swUZOuG6gMOploZ5gn LfN8KnTq 1 dRJ7yX6H5 4-4-13 8-10-0 3-0-0 I 4-4-13 4-5-3 2x4 4 12 sr 4x6 3 i •v 00 A11111111 2 o L .ao 1 6 r �; 5 5x6= 5x6= 8-10-0 Scale=1:46.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.32 5-6 >321 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.48 5-6 >214 180 BCLL 0.0* Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:75 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x6 SP No.2 bearing plate capable of withstanding 226 lb uplift at BOT CHORD 2x4 SP No.2 joint 6 and 215 lb uplift at joint 5. WEBS 2x4 SP No.3*Except*4-5:2x4 SP No.2 LOAD CASE(S) Standard BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. REACTIONS (lb/size) 5=242/Mechanical,6=474/0-5-8 Max Horiz 6=402(LC 11) Max Uplift 5=-215(LC 12),6=-226(LC 12) Max Gray 5=330(LC 19),6=474(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-6=-440/571,1-2=0/94,2-3=-245/330, 3-4=-226/228,4-5=-231/208 BOT CHORD 5-6=-334/360 WEBS 3-6=-401/341,3-5=-330/304 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 8-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:Joint 6 SP No.2 crushing Mitek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Cdlsfa.DSI-69 and ICSI Building Component 6904 Parke East Blvd. Solely Infonnalbnovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279099 0801 R1001 Jack-Open 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:40 Page:1 ID:PjS4dxg0C6mpiFDW N8XZI8yXAii-GH3HS_9swUZOuG6gMOploZ5?RLg78NITg1 dRJ7yX6H5 2-6-0 12 4 E 2 II 1 3 2x4 2-6-0 Scale=1:18.2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 3-6 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:8 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 39 lb uplift at joint BOT CHORD 2x4 SP No.2 1,44 lb uplift at joint 2 and 10 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=78/0-5-8,2=52/Mechanical, 3=26/Mechanical Max Horiz 1=42(LC 8) Max Uplift 1=-39(LC 8),2=-44(LC 8),3=-10 (LC 8) Max Gray 1=78(LC 1),2=52(LC 1),3=32 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-45/24 BOT CHORD 1-3=-50/37 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 5) Bearings are assumed to be:,Joint 1 SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/031015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek_ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Quality Cdfida,D5549 and SCSI Sinding Component 6904 Parke East Blvd. Safety Ir dormatIonavailoble from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279100 0801 R1002 Jack-Open 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:41 Page:1 ID:YtorRpQihal Jf SzIcP XRXayXAoN-kTdfgKAV hohF W P hOw6L_Lme6019Gtq?d3h N?rZyX6H4 -2-0-8 1-10-15 2-0-8 1-10-15 12 4 — 3 2 co 1 ►, 4 3x4= 1-10-15 Scale=1:19.9 Plate Offsets(X,Y): [2:0-1-6,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:9 lb FT=20% LUMBER 6) Refer to girder(s)for truss to truss connections. TOP CHORD 2x4 SP No.2 7) Provide mechanical connection(by others)of truss to BOT CHORD 2x4 SP No.2 bearing plate capable of withstanding 231 lb uplift at BRACING joint 2,10 lb uplift at joint 4 and 12 lb uplift at joint 3. TOP CHORD Structural wood sheathing directly applied or LOAD CASE(S) Standard 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=230/0-5-8,3=12/Mechanical, 4=-10/Mechanical Max Horiz 2=80(LC 8) Max Uplift 2=-231 (LC 8),3=-12(LC 12), 4=-10(LC 1) Max Gray 2=230(LC 1),3=12(LC 1),4=31 (LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-3=-167/83 BOT CHORD 2-4=-87/169 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 1-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle Joaquin Velez PE No.68182 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. MiTek USA,Inc.FL Cert 6634 5) Bearings are assumed to be:,Joint 2 SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeAN$VIPl1 Quality Criteria,DSII-119 and SCSI Bolding Component 6904 Parke East Blvd. Safety MomtaMagvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk t T18279101 0801 T1 Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:41 Page:1 ID:TtdXpc2cSyC7N2CnuGzNgoyncCq-kTdfgKAVhohFWPhOw6L_Lme6K12FtpFd3hN?rZyX6H4 2-0-8 3-7-14 I 6-0-0 I 2-0-00 I 2 4 22 I 3-010 0 2-0-8 I 3-7-14 2-4-2 NAILED 2 41E 4x13= 4x6= 4 16 5 3x4 a 3x4, 3 I M 6 in N N 2 7 � i yY �Z Eli O 1 11 10 17 9 8 3x6= 2x4 a 3x4= 3510= 2x4 rr 3x6= NAILED 3-7-14 I 6-1-12 I 118 8 I 2-5-14 I 3 -0 714-014 3-7-14 2-5-14 Scale=1:37.1 Plate Offsets(X,Y): [4:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 i BC 0.52 Vert(CT) -0.12 9-10 >999 180 BCLL 0.0' Rep Stress Ina NO WB 0.11 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:75 lb FT=20% LUMBER 5) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x6 SP No.2 6) 'This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members. 4-0-6 oc purlins,except 7) All bearings are assumed to be SP No.2 crushing 2-0-0 oc purlins(4-4-6 max.):4-5. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 6-8-6 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 474 lb uplift at REACTIONS (lb/size) 2=888/0-5-8,7=760/0-5-8 joint 7 and 602 lb uplift at joint 2. Max Horiz 2=80(LC 4) 9) Graphical puffin representation does not depict the size Max Uplift 2=-602(LC 4),7=-474(LC 9) or the orientation of the purlin along the top and/or bottom chord. FORCES (Ib)-Maximum Compression/Maximum 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails Tension per NDS guidelines. TOP CHORD 1-2=0/35,2-3=-1962/1219,3-4=-1841/1181, 11)Hanger(s)or other connection device(s)shall be 4-16=-1752/1151,5-16=-1752/1151, provided sufficient to support concentrated load(s)227 5-6=-1842/1188,6-7=-2025/1281 lb down and 260 lb up at 6-0-0,and 227 lb down and BOT CHORD 2-11=-1157/1845,10-11=-1157/1845, 260 lb up at 8-0-0 on top chord,and 125 lb down and 10-17=-1084/1751,9-17=-1084/1751, 30 lb up at 6-0-0,and 125 lb down and 30 lb up at 8-9=-1172/1908,7-8=-1172/1908 7-11-4 on bottom chord. The design/selection of such WEBS 3-11=-31/72,3-10=-180/174,4-10=-89/291, connection device(s)is the responsibility of others. 4-9=-46/42,5-9=-80/296,6-9=-207/226, 12) In the LOAD CASE(S)section,loads applied to the face 6-8=-22/59 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Vert:1-4=-54,4-5=-54,5-7=-54,2-7=-10 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(Ib) exterior zone;cantilever left and right exposed;end Vert:4=-180(B),5=-180(B),10=-88(B),9=-88(B), vertical left and right exposed;Lumber DOL=1.60 plate 16=-74(B),17=-33(B) grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 4) Plates checked for a plus or minus 5 degree rotation Mitek USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 I ith. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeAN31/1P11 Quality Cree°,03349 and(SCSI Binding Component 6904 Parke East Blvd. Safety YMotmatioes vailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279102 0801 T1A Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:42 Page:1 ID:PjhR5ffX?7AgX7me0Y0tXHyncDK-DfB1tgB7S5p68ZGDUpsDu_AE39P9cGsmIL6YN?yX6H3 7-0-0 13-10-0 8 2-0-8 I 7-0-0 6-10-0 4x6= 12 3 4(— 1014 12 13 ut 14 a r; M co 2 4 I o I 1 ►� o ►� 5 2x4 3x4= 3x4 7-0-0 I 6-10-0 7-0-0 Scale=1:33.4 Plate Offsets(X,Y): [2:0-2-10,Edge],[4:0-0-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.10 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.12 5-8 >999 180 BCLL 0.0* Rep Stress Ina YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:49 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 5-6-11 oc purlins. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bearing plate capable of withstanding 228 lb uplift at bracing. joint 4 and 368 lb uplift at joint 2. REACTIONS (lb/size) 2=561/0-5-8,4=435/0-3-8 LOAD CASE(S) Standard Max Horiz 2=88(LC 8) Max Uplift 2=-368(LC 8),4=-228(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-12=-812/439,3-12=-758/447, 3-13=-757/459,13-14=-761/450, 4-14=-812/449 BOT CHORD 2-5=-360/722,4-5=-360/722 WEBS 3-5=-15/236 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-2-0-8 to 0-9-12, Interior(1)0-9-12 to 7-0-0,Exterior(2)7-0-0 to 10-0-0, Interior(1)10-0-0 to 13-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.11/032015 BEFORE USE. ' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeANS1/7PI1 Quality Criteria,0811-19 and ICSI Molding Component 6904 Parke East Blvd. Safety Ydomlaltargvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Melnyk J T18279103 0801 T1B Common Girder 1 3 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:42 Page:1 I D:pvku3gapB59hAW bet W P7KTym01 z-Df B 1 tgB7S5p68ZG DUps Du_AEw9N6c5Cml L6YN?yX6H3 4-1-14 7-0-0 9-10-2 1 -0 2-0-8 I 4-1-14 I 2-10-2 I 2-10-2 I 3-11-140 I 12 5x6= 4r THIS TRUSS IS NOT SYMMETRIC. 4 PROPER ORIENTATION IS ESSENTIAL. 2x4„ 2x4 4. 35 in gir&lelill"' '4111111111111111 N 62 �� 6 to Y O 61 n — iI O 1 t / 13 14 8 7 5x10= 7x6= 44= 4x8= NAILED HGUS28-3 I 5-1-4 5-1-4 I 8319-82 I 13-10-04-11 4 1 Scale=1:33.4 Plate Offsets(X,Y): [2:0-4-12,Edge],[6:0-3-4,0-0-12],[8:0-2-8,0-5-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.07 8-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.11 8-12 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.77 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:238 lb FT=20% LUMBER 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; BOT CHORD 2x8 SP DSS Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone;cantilever left and right exposed;end BRACING vertical left and right exposed;Lumber DOL=1.60 plate TOP CHORD Structural wood sheathing directly applied or grip DOL=1.60 6-0-0 oc purlins. 5) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 10-0-0 oc about its center. bracing. 6) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) 2=1564/0-5-8,6=721/0-3-8 chord live load nonconcurrent with any other live loads. Max Horiz 2=91 (LC 4) 7) 'This truss has been designed for a live load of 20.Opsf Max Uplift 2=-515(LC 4), on the bottom chord in all areas where a rectangle Max Graypli2=-5153280 LC 14),6=-249(LC 5)C 2) 3-06-00 tall by 2-00-00 wide will fit between the bottom ( chord and any other members. FORCES (Ib)-Maximum Compressioh/Maximum 8) All bearings are assumed to be SP DSS crushing Tension capacity of 660 psi. TOP CHORD 1-2=0/39,2-3=-6553/596,3-4=-6488/559, 9) Provide mechanical connection(by others)of truss to 4-5=-3170/503,5-6=-3168/553 bearing plate capable of withstanding 249 lb uplift at BOT CHORD 2-13=-572/6245,13-14=-572/6245, joint 6 and 515 lb uplift at joint 2. 8-14=-572/6245,7-8=-318/3303, 10)Use Simpson Strong-Tie HGUS28-3(36-10d Girder, 6-7=-479/2989 6-10d Truss)or equivalent at 3-6-4 from the left end to WEBS 4-7=-453/191,5-7=-139/149,4-8=-237/4374, connect truss(es)to front face of bottom chord. 3-8=-214/153 11)Fill all nail holes where hanger is in contact with lumber. NOTES 12)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 1) 3-ply truss to be connected together as follows: per NDS guidelines. Top chords connected with 10d(0.131"x3")nails as LOAD CASE(S) Standard follows:2x4-1 row at 0-9-0 oc. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Bottom chords connected with 10d(0.148"x3")nails as Plate Increase=1.25 follows:2x8-4 rows staggered at 0-4-0 oc. Uniform Loads(Ib/ft) Web chords connected with 10d(0.131"x3")nails as Vert:1-4=-54,4-6=-54,2-6=-10 follows:2x4-1 row at 0-9-0 oc. Concentrated Loads(Ib) 2) All loads are considered equally applied to all plies, Vert:13=-240(F),14=-1061 (F) except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. Joaquin Velez PE No.68182 3) Unbalanced roof live loads have been considered for MiTek USA,Inc.FL Cert 6634 this design. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 9111-7473 rev.10/03/2015 BEFORE USE. Mu Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN31/1Pl1 Quality C1l,da,DU-89 and iICSI luActirg Compon nt 6904 Parke East Blvd. 1 Softly fnfoimalbtgvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279104 0801 T2 Hip Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:43 Page:1 ID:upxoHh6ok_HexZxi21Y0Paync6S-hsIQ5OBICPxzIjgP2W NSQBjMnZgFLZ_wW?s5wSyX6H2 3-7-14 6-0-0 11-5-0 3-9-2 17-5-0 9-5-8 I I 2-0-8 I 3-7-14 I 2-4-2 I 5-5-0 I 12-4-2 I 3-7-14 I 1 2-0-8 THIS TRUSS IS NOT SYMMETRIC. NAILED PROPER ORIENTATION IS ESSENTIAL. NAILED 12 4 r MT18HS 6x12 = 5x6= 3x4 a 4 17 18 5 3x4, 3 1-111 6 In v c%1 N 2 ^ 7 N in ;I_ 1 ,.IuI r 112..... 8 o p *. — 1219 20 11 21 22 10 9 ►=� 3x10' 7x6= 8x10= 7x8= 2x4 ii 4x6= NAILED NAILED HGUS26-2 NAILED I 3-7-14 6-1-12 11- -4 17-5-0 3-7-14 I 2-5-14 I5 138 I 2 5914 I 3-7-14 I Scale=1:39.8 Plate Offsets(X,Y): [2:0-3-13,0-1-8],[4:0-9-12,0-2-12],[7:0-5-2,0-0-9],[10:0-4-0,0-4-12],[11:0-5-0,0-4-12],[12:0-3-0,0-5-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.21 10-11 >999 240 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.31 10-11 >670 180 MT20 244/190 BCLL 0.0* Rep Stress Incr NO WB 0.74 Horz(CT) 0.06 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:192 lb FT=20% LUMBER 1) 2-ply truss to be connected together with 10d 12)Graphical purtin representation does not depict the size TOP CHORD 2x4 SP No.2 (0.131"x3")nails as follows: or the orientation of the puffin along the top and/or BOT CHORD 2x6 SP DSS Top chords connected as follows:2x4-1 row at 0-9-0 bottom chord. WEBS 2x4 SP No.3 OC. 13)Use Simpson Strong-Tie HGUS26-2(20-10d Girder, BRACING Bottom chords connected as follows:2x6-2 rows 6-10d Truss)or equivalent at 4-11-8 from the left end to TOP CHORD Structural wood sheathing directly applied or staggered at 0-3-0 oc. connect truss(es)to back face of bottom chord. Web connected as follows:2x4-1 row at 0-9-0 oc, 14)Fill all nail holes where hanger is in contact with lumber. 3-5-10 oc purlins,except Except15) member 4-11 2x4-1 row at 0-6-0 oc,Except NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 2-0-0 oc purlins(4-4-0 max.):4-5. member 5-10 2x4-1 row at 0-6-0 oc. per NDS guidelines. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc 2) All loads are considered equally applied to allplies, bracing. q Y pP 16)Hanger(s)or other connection device(s)shall be REACTIONS (lb/size) 2=2763/0-5-8,7=3005/0-5-8 except if noted as front(F)or back(B)face in the LOAD provided sufficient to support concentrated load(s)162 CASE(S)section.Ply to ply connections have been lb down and 198 lb up at 6-0-0,and 162 lb down and Max Horiz 2=-61 (LC 5) provided to distribute only loads noted as(F)or(B), 198 lb up at 11-5-0 on top chord,and 287 lb down and Max Uplift 2=-1441 (LC 4),7=-1757(LC 5) unless otherwise indicated. 171 lb up at 6-0-0,and 287 lb down and 171 lb up at Max Gray 2=3443(LC 2),7=3005(LC 1) 3) Unbalanced roof live loads have been considered for 11-4-4 on bottom chord. The design/selection of such FORCES (Ib)-Maximum Compression/Maximum this design. connection device(s)is the responsibility of others. Tension 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) LOAD CASE(S) Standard TOP CHORD 1-2=0/35,2-3=-9949/3628,3-4=-8850/3713, Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 4-17=-7052/3715,17-18=-7052/3715, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Plate Increase=1.25 5-18=-7052/3715,5-6=-7280/3817, exterior zone;cantilever left and right exposed;end Uniform Loads(lb/ft) 6-7=-7560/4039,7-8=0/35 vertical left and right exposed;Lumber DOL=1.60 plate Vert:1-4=-54,4-5=-54,5-8=-54,2-11=-10,7-11=-202 BOT CHORD 2-12=-3424/9407,12-19=-3424/9407, grip DOL=1.60 (F=-192) 19-20=-3424/9407,11-20=-3424/9407, 5) Provide adequate drainage to prevent water ponding. 11-21=-3522/8630,21-22=-3522/8630, 6) All plates are MT20 plates unless otherwise indicated. 10-22=-3522/8630,9-10=-3758/7159, 7) Plates checked for a plus or minus 5 degree rotation 7-9=-3758/7159 about its center. WEBS 3-12=-300/1120,3-11=-1418/380, 8) This truss has been designed for a 10.0 psf bottom 4-11=-856/3051,4-10=-2199/662, chord live load nonconcurrent with any other live loads. 5-10=-924/1999,6-10=-732/544, 9) 'This truss has been designed fora live load of 20.0psf 6-9=-263/449 on the bottom chord in all areas where a rectangle NOTES 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be SP DSS crushing capacity of 660 psi. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1441 lb uplift at Joaquin Velez PE No.68182 joint 2 and 1757 lb uplift at joint 7. Mitek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 k_u11IIrIUHU UT page C _ a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeANSVlPl1 Quality Cdtsda,038-69 and SCSI Building Component 6904 Parke East Blvd. ; Safely Ydonnallonovolloble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279104 0801 T2 Hip Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:43 Page:2 ID:upxoHh6ok_HexZxi21Y0PayncBS-hs1050BICPxzljgP2W NSOBjMnZgFLZ_wW?s5wSyX6H2 Concentrated Loads(Ib) Vert:4=-116(F),5=-116(F),11=-287(F),10=-287 (F),19=-420(B),20=-692(B),21=-175(F),22=-175 (F) V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/ipll Quality CAteua,DSl-$9 and SCSI Balding Component 6904 Parke East Blvd. Safely Infonnallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801 T3 Roof Special Girder 1 3 T18279105 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:45 Page:1 I DalvyW g8pkHUeC9Yu_nRgO4yfSeY-92JolLCNzj4gNtPbbEuhzPGdlyOe4_a3lfbfSuyX6H1 - 36-10-12 -2-0-0 3-5-4 6-0-0 11-0 2 16-0-4 21-8-8 26-5-8 31-2-8 36-1-4 36'9'5 41-4-14 45-11-0 48-5-121 51-11-8 12-0-0 3-5-4 12-6-121 5-0-2 I 5-0-2 I 5-8-4 I 4-9-0 I 4-9-0 I 4-10-12 I H 4-6-2 I 4-6-2 12-6-121 3-5-12 I 0-8-1 556= 0-1-7 8 8� 3x6., 3x6 a? 7 9 �r o 6 7x6= T2OHS 10x10 M 612 5x8= 2x4 II 5x12= 3x6= 5x6= 3x6 4 35 36 5 37 38 6 ,�"9139 40 191 42 13 3x6. M 1�`rt 3 r:-. 111111111111111111110.1;71: W [{� 4 IC� ro 2 / 30 2 .5 _ 1 23 22 21 �a `T'�` 1 N N�_ �u 26N 12 7X6= 4x8= 7x6= 19 r• c%7= 6 1/'I 29 43 4428 45 46 27® 3x10 rr 47 48 18t9 50 17 16 6 4x6= 7x6= 4x6= 4x8= 2x4n 4x6 It 10x12= 6x8= 254 4x6= 2x4= 8x12= 3x10 ii 16-11-8 3-5-4 6-1-12 11-0-2 15-10-816'0'4 21-8-8 26-5-8 31-2-8 35-11-8 41-4-14 45-9-4 48-5-12 51-11-8 1 I I 3-5-4 1 2-8-8 I 4-10-6 1 4-10-6 11 I 4-9-0 I 4-9-0 I 4-9-0 I 4-9-0 I 5-5-6 I 4-4-6 2-8-8 1 3-5-12 0-1-12 0-11-4 Scale=1:94.1 Plate Offsets(X,Y): [4:0-6-0,0-2-8],[10:0-2-4,0-3-4],[11:0-3-0,0-4-0],[13:0-3-0,0-2-0],[17:0-4-0,0-4-4],[18:0-6-0,0-4-12],[20:0-6-12,0-3-8],[23:0-2-8,0-4-8],[30:0-3-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.85 19 >497 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.89 19 >476 180 MT2OHS 187/143 BCLL 0.0' Rep Stress Incr NO WB 0.84 Horz(CT) 0.15 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:1050 lb FT=20% LUMBER BOT CHORD 2-30=-1120/939,29-30=-1120/939, 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP DSS 29-43=-1065/878,43-44=-1065/878, Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x6 SP No.2*Except*26-24:2x4 SP No.3, 28-44=-1065/878,28-45=-473/392, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 10-19:2x4 SP DSS,23-20:2x6 SP DSS 45-46=-473/392,27-46=-473/392, exterior zone;cantilever left and right exposed;end WEBS 2x4 SP No.3*Except*18-20:2x4 SP DSS 26-27=-169/132,24-26=-2662/1950, vertical left and right exposed;Lumber DOL=1.60 plate BRACING 24-25=-669/552,23-24=-839/684, grip DOL=1.60 TOP CHORD Structural wood sheathing directly applied or 22-23=-662/1176,21-22=-2642/3929, 5) Provide adequate drainage to prevent water ponding. 6-0-0 oc purlins,except 20-21=-10541/13807,19-20=-87/192, 6) All plates are MT20 plates unless otherwise indicated. 2-0-0 oc purlins(6-0-0 max.):4-6,11-13. 10-20=-6581/8334,19-47=-852/1119, 7) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 47-48=-852/1119,18-48=-852/1119, about its center. bracing. 18-49=-4821/5856,49-50=-4821/5856, 8) This truss has been designed for a 10.0 psf bottom 17-50=-4821/5856,16-17=-3311/3873, chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 2=655/0-3-8,15=2031/0-3-8, 15-16=-3311/3873 9) 'This truss has been designed for a live load of 20.0psf 26=2849/0-3-8 WEBS 3-30=-5/104,3-29=-210/161,4-29=-248/235, on the bottom chord in all areas where a rectangle Max Horiz 2=305(LC 7) 4-28=-297/265,5-28=-475/481, 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Uplift 2=-640(LC 8),15=-1735(LC 9), 6-23=-1232/1982,7-23=-1098/845, chord and any other members. 26=-2158(LC 8) 7-22=-658/802,8-22=-1555/2005, 10)All bearings are assumed to be SP No.2 crushing Max Gray 2=672(LC 19),15=2031 (LC 1), 9-22=-3188/2593,9-21=-2640/3401, capacity of 565 psi. 26=2849(LC 1) 10-21=-10313/8246,12-18=-460/760, 11)Provide mechanical connection(by others)of truss to FORCES (Ib)-Maximum Compression/Maximum 12-17=-2447/1823,13-17=-1423/1629, bearing plate capable of withstanding 1735 lb uplift at Tension 14-17=-241/220,14-16=-43/104, joint 15,640 lb uplift at joint 2 and 2158 lb uplift at joint TOP CHORD 1-2=0/48,2-3=-987/1071,3-4=-883/1120, 25-27=-216/265,6-25=-2111/1727, P8. 4-35=-720/1000,35-36=-720/1000, 6-28=-1392/1213,18-20=-11602/14930, 5-36=-720/1000,5-37=-720/1000, 11-20=-2464/2171,11-18=-11099/8287 37-38=-720/1000,6-38=-720/1000, NOTES 6-7=-1507/958,7-8=-2084/1546, 1) 3-ply truss to be connected together with 10d 8-9=-2094/1521,9-10=-4742/3477, (0.131"x3")nails as follows: 10-11=-15793/12247,11-39=-5914/5015, Top chords connected as follows:2x4-1 row at 0-9-0 39-40=-5914/5015, 12-40=-5914/5015, oc. 1241=-3833/3473,41-42=-3833/3473, Bottom chords connected as follows:2x6-2 rows 1342=-3833/3473,13-14=-4220/3772, staggered at 0-9-0 oc,2x4-1 row at 0-5-0 oc. 14-15=-4352/3767 Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), Joaquin Velez PE No.68182 unless otherwise indicated. MiTek USA,Inc.FL Cert 6634 3) Unbalanced roof live loads have been considered for 6904 Parke East Blvd.Tampa FL 33610 this design. Date: October 3,2019 1l.u1 Wnrueu un ply c A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi'. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIPIl Quality Cdtedo,DS11-89 and SCSI 8uldbig Compon nt6904 Parke East Blvd. Safety YNannallonavollable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0601 T3 Roof Special Girder 1 '3 718279105 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:45 Page:2 ID:slvyW g8pkHUeC9Yu_nRgO4yf5eY-92JoILCNz14gNtPbbEuhzPGdlyOe4_a3Ifbf SuyX6H 1 12)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)178 lb down and 219 lb up at 6-0-0,109 lb down and 128 lb up at 8-0-12,109 lb down and 128 lb up at 10-0-12, 117 Ib down and 132 lb up at 12-0-12,117 lb down and 132 lb up at 14-0-12,117 lb down and 139 lb up at 16-0-4,147 lb down and 177 lb up at 36-3-8,117 lb down and 132 lb up at 37-10-4,117 lb down and 132 lb up at 39-10-4,109 lb down and 128 lb up at 41-10-4, and 109 lb down and 128 lb up at 43-10-4,and 174 lb down and 206 lb up at 45-11-0 on top chord,and 130 lb down and 153 lb up at 6-0-0,57 lb down and 101 lb up at 8-0-12,57 lb down and 101 lb up at 10-0-12,51 lb down and 15 lb up at 12-0-12,51 lb down and 15 lb up at 14-0-12,51 lb down and 15 lb up at 15-10-8,1161 lb down and 893 lb up at 36-1-4,51 lb down and 15 lb up at 37-10-4,51 lb down and 15 lb up at 39-10-4,57 lb down and 101 lb up at 41-10-4,and 57 lb down and 101 lb up at 43-10-4,and 100 lb down and 192 lb up at 45-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(lb/ft) Vert:1-4=-54,4-6=-54,6-8=-54,8-11=-54, 11-13=-54,13-15=-54,2-26=-10,20-24=-10, 15-19=-10 Concentrated Loads(Ib) Vert:4=-82(F),6=-77(F),13=-77(F),10=-107(F), 29=-6(F),17=-53(F),27=-33(F),20=-1161(F), 35=-69(F),36=-69(F),37=-77(F),38=-77(F), 39=-77(F),40=-77(F),41=-69(F),42=-69(F), 43=53(F),44=53(F),45=-33(F),46=-33(F),47=-33 (F),48=-33(F),49=53(F),50=53(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mete is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS/W141 Quality Cdteda,DS$49 and DCSI Building Component 6904 Parke East Blvd. Safely Infoimafonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279106 0801 T3A 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:47 Page:1 ID:wotiOCzzSz6EvgYE07KjwZylKlp-Zd_wwNEFGeSPEK8AHMS0a1 u2vA1 CHI PVRdgJ3DyX6H_ 21-11-14 -2-0-0 4-3-4 8-0-0 16-9-12 17-6-4 26-5-8 30-11-2 35-4-12 39-11-4 43-11-0 47-7-12 51-11-8 12-0-01 4-3-4I 3-8-12 1 8-9-12 1 1 4-5-10 1 4-5-10 I 4-5-10 1 4-5-10 I 4-6-8 1 3-11-12 1 3-8-12 1 4-3-12 0-8-8 5x6= 8 - - 812 rx 4x61. 654, 0 7x6= 357 :936 0 t` 6 6x8= 3x10 a 658= 2x4 a 6512= 0 32 4 34 56 10 37 11 12 2x4* 0 0 2x4, / �\ 00 3,33' 23 Lf"o \ .... : " 38 13 39 99ro 2 220 21 2411 16 1. "-Pi et= - 24N 558= 17` _ '- - , c%t= 0 1/'I 25 6x8= 16 15 0 - 7x6= 4x6= 5x6= 456 2x4-8 3x10= 456= 556 e 356= 3x4719-9-8 43-9-4 8-0-0 16-11-8 17-8-0 26-5-8 35-6-8 35-11-8 39-11-4 51-11-8 I 8-0-0 i 8-11-8 1 1 8-9-8 1 9-1-0 11 3-10-0 11 3-10-0 1 8-2-4 1 0-8-8 0-5-0 0-1-12 Scale=1:94.1 Plate Offsets(X,Y): [4:0-2-4,0-3-0],[9:0-3-8,0-2-4],[10:0-5-4,0-3-8],[18:0-4-0,0-2-12],[19:0-3-0,Edge],[20:0-3-8,0-3-0],[21:0-4-0,0-3-0],[25:0-3-0,0-3-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.65 20-21 >650 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.86 20-21 >488 180 BCLL 0.0' Rep Stress Incr YES WB 0.97 Horz(CT) 0.14 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:331 lb FT=20% LUMBER BOT CHORD 2-25=-506/673,24-25=-308/479, 6) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x6 SP No.2*Except*1-4,12-14:2x4 SP No.2 23-24=-1469/767,5-23=-967/680, on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2*Except*19-17:2x4 SP No.3, 22-23=-210/263,21-22=-235/783, 3-06-00 tall by 2-00-00 wide will fit between the bottom 21-18:2x4 SP DSS 20-21=-751/1843,19-20=-2236/4527, chord and any other members. WEBS 2x4 SP No.3'Except'18-12,9-20:2x4 SP 18-19=-2164/4400,17-19=-12/87, 7) All bearings are assumed to be SP No.2 crushing No.2 16-17=-72/127,15-16=-90/167, capacity of 565 psi. BRACING 14-15=-1050/1895 8) Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or WEBS 4-25=-65/333,7-21=-84/258, bearing plate capable of withstanding 618 lb uplift at 2-9-13 oc purlins,except 8-21=-621/1010,9-21=-1369/924, joint 14,330 lb uplift at joint 2 and 848 lb uplift at joint 2-0-0 oc purlins(3-3-8 max.):4-6,10-12. 12-15=-527/268,13-15=-258/262, 24. BOT CHORD Rigid ceiling directly applied or 3-2-10 oc 4-24=-665/423,10-20=-3040/1777, 9) Graphical purlin representation does not depict the size bracing. 16-18=-36/54,11-18=-325/242, or the orientation of the purlin along the top and/or WEBS T-Brace: 2x4 SP No.3-9-21,4-24, 15-18=-812/1659,12-18=-1407/2727, bottom chord. 9-20 7 22 10-18=-582/180,9-20=-2378/4277, 10)Warning:Additional permanent and stability bracing for Fasten(2X) T and I braces to narrow edge 6-22=-283/899,6-23=-593/28, truss system(not part of this component design)is of web with 10d(0.131"x3")nails,6in 7-22=-1381/622,3-25=-225/245 always required. o.c.,with 3in minimum end distance. NOTES LOAD CASE(S) Standard Brace must cover 90%of web length. 1) Unbalanced roof live loads have been considered for JOINTS 1 Brace at Jt(s):18 this design. REACTIONS (lb/size) 2=569/0-3-8,14=1085/0-3-8, 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) 24=1779/0-3-8 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Max Horiz 2=289(LC 11) Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Max Uplift 2=-330(LC 12),14=-618(LC 13), exterior zone and C-C Exterior(2)-2-0-0 to 3-2-6, 24=-848(LC 12) Interior(1)3-2-6 to 8-0-0,Exterior(2)8-0-0 to 13-2-6, Max Gray 2=601 (LC 23),14=1085(LC 1), Interior(1)13-2-6 to 26-5-8,Exterior(2)26-5-8 to 24=1779(LC 1) 31-7-14,Interior(1)31-7-14 to 43-11-0,Exterior(2) 43-11-0 to 49-1-6,Interior(1)49-1-6 to 51-11-8 zone: FORCES (Ib)-Maximum Compression/Maximum cantilever left and right exposed;end vertical left and Tension right exposed;C-C for members and forces&MWFRS TOP CHORD 1-2=0/48,2-32=-794/453,32-33=-739/460, for reactions shown;Lumber DOL=1.60 plate grip 3-33=-716/465,3-4=-581/338, DOL=1.60 4-34=-180/334,5-34=-180/332, 3) Provide adequate drainage to prevent water ponding. 5-6=-210/408,6-35=-273/226, 4) Plates checked for a plus or minus 5 degree rotation 7-35=-243/319,7-8=-1137/701, about its center. 8-9=-1158/678,9-36=-5579/3138, 5) This truss has been designed for a 10.0 psf bottom 10-36=-5682/3125,10-37=-4113/2287, Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 11-37=-4113/2287,11-12=-4096/2285, 12-38=-1865/1110,13-38=-1914/1100, 8904 Parke East Blvd.Tampa FL 33610 13-39=-2096/1244,14-39=-2142/1238 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. 1- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTPII Quality Ctlteda.056-89 and BCSI Bolding Component 6904 Parke East Blvd. Safely Monnatbnovailoble from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279107 0861 T3B 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:48 Page:1 . ID:rOmeuOLwOoEFg4IUA_wlUJyfKnv-1pYJ8jFu1 xaGsUjMg4zd7FOGhaRyOp6fgHZsafyX6Gz -2-0-0 5-3-4 10-0-0 16-9-12 19-04 26-5-8 33-10-12 38-0-10 41-11-0 46-7-12 51-11-8 12-0-01 5-3-4 1 4-8-12 1 6-9-12 12-2-81 7-5-4 1 7-5-4 1 4-1-14 13-10-6 1 4-8-12 1 5-3-12 1 5x6= 7 T�� 8}2 O v 7x6= 2x4 rt 6x8= 29 30 7x6= 4x6= 5x6= N.. T 612 4 28 5 6 8 31 9 10 M2x4 3x6$ rn r? 2$ 152 vv in u-, _ o / 19 tg 17 16 15 14 13 c 4x6= 5x6= 6x8= 5x6= 5x8= 3x6= 5x8= 2x4 a 4x6= 9-8-816-9-12 18-10-8 26-5-8 34-0-8 42-0-12 46-7-12 51-11-8 I1 9-8-8 7-1-4 2-0-12 I I 1 I 7-7-0 7-7-0 8-0-4 4-7-0 5-3-12 Scale=1:94.1 Plate Offsets(X,Y): [4:0-3-0,0-2-7],[6:0-5-4,0-3-0],[10:0-3-0,0-2-7],[14:0-3-4,0-3-0],[16:0-4-0,0-3-0],[17:0-3-0,0-3-0],[19:0-3-0,0-3-0] Loading (psf) ' Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.16 19-25 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.25 19-25 >798 180 BCLL 0.0* Rep Stress Incr YES WB 0.74 Horz(CT) 0.05 12 n/a r1/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:327 lb FT=20% LUMBER WEBS 3-19=-325/310,4-19=-99/346, 9) Graphical purlin representation does not depict the size TOP CHORD 2x6 SP No.2*Except*14,10-12:2x4 SP No.2 6-18=-1263/642,6-17=0/155, or the orientation of the purlin along the top and/or BOT CHORD 2x4 SP No.2 6-16=492/1200,7-16=-164/246, bottom chord. WEBS 2x4 SP No.3 8-16=-1226/858,8-15=-83/211, 10)Warning:Additional permanent and stability bracing for BRACING 9-15=-54/169,9-14=-239/146, truss system(not part of this component design)is TOP CHORD Structural wood sheathing directly applied or 10-14=-2251442,11-14=-376/323,, always required. 4-1-3 oc purlins,except 11-13=-1/133,5-18=-327/329, LOAD CASE(S) Standard 2-0-0 oc puriins(6-0-0 max.):4-6,8-10. 4-18=-1088/611 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc NOTES bracing. 1) Unbalanced roof live loads have been considered for WEBS T-Brace: 2x4 SP No.3-8-16,4-18 this design. Fasten(2X) T and I braces to narrow edge 2) Wind:ASCE 7-10;VuIt=130mph(3-second gust) of web with 10d(0.131"x3")nails,6in Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; o.c.,with 3in minimum end distance. Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Brace must cover 90%of web length. exterior zone and C-C Exterior(2)-2-0-0 to 3-2-6, REACTIONS (lb/size) 2=303/0-3-8,12=958/0-3-8, Interior(1)3-2-6 to 10-0-0,Exterior(2)10-0-0 to 15-2-6, 18=2172/0-3-8 Interior(1)15-2-6 to 26-5-8,Exterior(2)26-5-8 to Max Horiz 2=272(LC 11) 31-7-14,Interior(1)31-7-14 to 41-11-0,Exterior(2) Max Uplift 2=-225(LC 12),12=-545(LC 13), 41-11-0 to 47-1-6,Interior(1)47-1-6 to 51-11-8 zone; 18=-1003(LC 12) cantilever left and right exposed;end vertical left and Max Gray 2=452(LC 23),12=958(LC 1), right exposed;C-C for members and forces&MWFRS 1=45172(LC 1) for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 FORCES (Ib)-Maximum Compression/Maximum 3) Provide adequate drainage to prevent water ponding. Tension 4) Plates checked for a plus or minus 5 degree rotation TOP CHORD 1-2=0/48,2-26=416/314,26-27=-328/337, about its center. 3-27=-317/339,34=-146/430, 5) This truss has been designed for a 10.0 psf bottom 4-28=-501/1121,5-28=-501/1118, chord live load nonconcurrent with any other live loads. 5-6=-503/1120,6-29=-572/405, 6) *This truss has been designed for a live load of 20.0psf 7-29=-538/428,7-30=-537/367, on the bottom chord in all areas where a rectangle 8-30=-571/344,8-31=-1411/880, 3-06-00 tall by 2-00-00 wide will fit between the bottom 9-31=-1411/880,9-10=-1286/838, chord and any other members. 10-11=-1503/887,11-32=-1738/1047, 7) All bearings are assumed to be SP No.2 crushing 12-32=-1841/1045 capacity of 565 psi. BOT CHORD 2-19=-281/343,18-19=-383/461, 8) Provide mechanical connection(by others)of truss to 17-18=-607/494,16-17=-608/493, Joaquin Velez PE 82 15-16=-621/1408,14-15=-659/1432, bearing plate capable of withstanding 545 lb uplift at MiTek USA,Inc.FLL Cert Cert 6634 13-14=-860/1614,12-13=-860/1614 joint 12,225 lb uplift at joint 2 and 1003 lb uplift at joint 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS/TPI1 Quality Criteria,DS11119 and PCP Building Component 6904 Parke East Blvd. Safely Informalbnavallable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i 1 Job Truss Truss Type Qty Ply Melnyk T18279108 08b1 T3C 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries.Inc.Thu Oct 03 13:36:49 Page:1 I D:TkP2gpNU5JLFxuv2QMpTGryfKcE-1 pYJBjFu 1 xaGsUjMg4zd7FQF7aRTOojfgHZsafyX6Gz 2-0-0 6-3-4 12-0-0 16-9-12 20-6-4 22-7-8 26-5-8 28-5-4 32-4-12 34-3-0 39-11-0 45-7-12 51-11-8 12-0-01 6-3-4 I 5-8-12 1 4-9-12 1 3-8-8 12-1-41 3-10-0 I 1 3-11-8 1 1 5-8-0 1 5-8-12 1 6-3-12 1-11-12 1-10-4 5x5= - - - 81 8 m co 454= _ 454= M7 r 6x6= 2x4 5x5 0 = Sx5� 6x6_ 4 51 M 633 = 10 3i1 122 13 612 IMI BO 11 i m MI M/r- . M 3x4 a 354 rn co3 14 v Tr 35 m 6 30 no 2 a n _ � 14 _ 'a= 1/ M= o 23 22 21 20 19 18 17 16 d 3x5= 2x4 a 5x5= 6x8= 555= 5x5= 354= 5x5= 2x4 a 355= 6-3-41 11-8-8 1 16-9-12 I 22-9-4 1 28-5-4 1 34-3-0 1 40-2-8 1 45-7-12 1 51-11-8 l 6-3-4 5-5-4 5-1-4 5-11-8 5-8-0 5-9-12 5-11-8 5-5-4 6-3-12 Scale=1:94.1 Plate Offsets(X,V): [4:0-3-0,0-2-7],[9:0-3-0,0-4-8],[13:0-3-0,0-2-7],[17:0-2-8,0-3-0],[19:0-1-12,0-3-0],[20:0-2-8,0-3-0],[22:0-2-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.11 16-26 >999 240, MT20 244/190 TCDL 7.0 Lumber DOL 1.25 ' BC 0.54 Vert(CT) -0.16 17-18 >999 180 BCLL 0.0* Rep Stress incr YES WB 0.77 Horz(CT) 0.05 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:347 lb FT=20% LUMBER TOP CHORD 1-2=0/48,2-30=-331/149,3-30=-267/170, 4) Plates checked for a plus or minus 5 degree rotation TOP CHORD 2x4 SP No.2*Except*9-13,9-4:2x6 SP No.2 3-4=-237/576,4-5=-509/1072, about its center. BOT CHORD 2x4 SP No.2 5-31=-511/1070,6-31=-511/1070, 5) This truss has been designed for a 10.0 psf bottom WEBS 2x4 SP No.3 6-7=-412/1128,7-9=-179/263, chord live load nonconcurrent with any other live loads. BRACING 9-10=-179/263,10-11=-761/598, 6) *This truss has been designed for a live load of 20.0psf TOP CHORD Structural wood sheathing directly applied or 11-12=-744/557,12-32=-1128/782, on the bottom chord in all areas where a rectangle 4-0-12 oc purlins,except 13-32=-1128/782,6-33=-169/63, 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(6-0-0 max.):4-13. 8-33=-101/87,8-34=-113/88,11-34=-180/64, chord and any other members. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 13-14=-1335/796,14-35=-1643/966, 7) All bearings are assumed to be SP No.2 crushing bracing. 15-35=-1753/954 capacity of 565 psi. WEBS T-Brace: 1x4 SPF Stud-12-19, BOT CHORD 2-23=-263/326,22-23=-263/326, 8) Provide mechanical connection(by others)of truss to 13-18 21-22=-488/478,20-21=-53/157, bearing plate capable of withstanding 482 lb uplift at 2x4 SP No.3 4-21,7-21, 19-20=-271/703,18-19=-494/1126, joint 15,1249 lb uplift at joint 21 and 154 lb uplift at joint 10-20 17-18=-457/1110,16-17=-764/1530, 2. Fasten(1 X) T and I braces to narrow edge 15-16=-764/1530 9) Graphical purlin representation does not depict the size of web with 8d(0.113"x2.5")nails,6in WEBS 3-23=0/194,3-22=-464/374,4-22=-150/304, or the orientation of the puffin along the top and/or o.c.,with Sin minimum end distance. 4-21=-955/583,5-21=-344/263, bottom chord. and Fasten(2X) T and I braces to narrow 8-9=-265/201,13-17=-158/323, 10)Warning:Additional permanent and stability bracing for edge of web with 10d(0.131"x3")nails,6in 14-17=-478/393,14-16=0/186, truss system(not part of this component design)is o.c.,with Sin minimum end distance. 7-21=-1514/847,7-20=-353/790, always required. Brace must cover 90%of web length. 10-20=-1014/540,10-19=-195/492, LOAD CASE(S) Standard JOINTS 1 Brace at Jt(s):9, 12-19=-607/319,12-18=-22/172, 7 13-18=-151/113 REACTIONS (lb/size) 2=256/0-3-8,15=935/0-3-8, NOTES 21=2242/0-3-8 1) Unbalanced roof live loads have been considered for Max Horiz 2=270(LC 16) this design. SCE 7-10;Max Uplift 2=-154(LC 12),15=-482(LC 13), 2) Valsd=A01mph;TCDLft410psrf BCDL=3.Ops;hSt25ft; 21=-1249(LC 12) Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Max Gray 2=411 (LC 23), 15=935(LC 1), exterior zone and C-C Exterior(2)-2-0-0 to 3-2-6, 21=2242(LC 1) Interior(1)3-2-6 to 26-5-8,Exterior(2)12-0-0 to 17-2-6, FORCES (Ib)-Maximum Compression/Maximum Interior(1)17-2-6 to 39-11-0,Exterior(2)26-5-8 to Tension 31-7-14,Interior(1)31-7-14 to 51-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip Joaquin Velez PE No.68182 DOL=1.60 Mitsk USA,Inc.FL Cart 6634 3) Provide adequate drainage to prevent water ponding. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVIPII Quality CAbia,DSB49 and ICSI Binding Component 6904 Parke East Blvd. Safety Wolmallonovoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279109 0801 T3D 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:50 Page:1 ID:TGTupRop4mdRO6VbQVRReOyf Kbi-VO6hL3GW oFi7TeIZOnUsgSzO EzmVIDHovxJQ65yX6Gy 26-5-8 -2-0-0 7-3-4 14-0-0 16-9-12 22-0-4 23-9-0 30-10-12 37-11-0 44-7-12 51-11-8 I I I I I I I I I I I I 2-0-0 7-3-4 6-8-12 2-9-12 5-2-8 1-8-12 2-8-8 4-5-4 7-0-4 6-8-12 7-3-12 812 5x5=5 ao 6x8- M 6x6= 2x4 it 5x5 rr 5x10$ 6x6= O N 4 28 6.�-• `10 29 ® 1- 1 612 _ a i! n 5x6;00000.00°°°°°°°°°°°" x6 3x4y C2 0? 3 12 /// \ / `- 30 r.r- 27 c? 2 / 14 v= 1/0° s n r e w•= _ 20 19 18 31 17 32 16 33 15 14 0 3x5= 2x4 ii 5x5= Bx8= 5x5= 3x8= 5x5= 2x4 rr 3x= 7-3-4I 13-8-8 116-9-121 24-0-8 I 30-11-12 I 38-2-8 I 44-7-12 I 51-11-8 7-3-4 6-5-4 3-1-4 7-2-12 6-11-4 7-2-12 6-5-4 7-3-12 Scale=1:94.1 Plate Offsets(X,Y): [3:0-3-0,Edge],[4:0-3-0,0-2-7],[7:0-2-8,0-4-8],[10:0-0-6,Edge],[11:0-3-0,0-2-7],[15:0-2-8,0-3-0],[17:0-2-8,0-3-0],[19:0-2-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.15 14-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.20 15-16 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.94 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:337 lb FT=20% LUMBER BOT CHORD 2-20=-314/327,19-20=-316/326, 8) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2*Except*4-7,7-11:2x6 SP No.2 18-19=-615/492,18-31=-28/311, bearing plate capable of withstanding 498 lb uplift at BOT CHORD 2x4 SP No.2 17-31=-28/311,17-32=-26/320, joint 13,163 lb uplift at joint 2 and 1220 lb uplift at joint WEBS 2x4 SP No.3 16-32=-26/320,16-33=-369/988, 18. BRACING 15-33=-369/988,14-15=-716/1486, 9) Graphical purlin representation does not depict the size TOP CHORD Structural wood sheathing directly applied or 13-14=-716/1486 or the orientation of the purlin along the top and/or 3-10-4 oc purlins,except WEBS 3-20=0/237,3-19=-553/445,4-19=-185/300, bottom chord. 2-0-0 oc purlins(6-0-0 max.):4-11. 4-18=-845/513,5-18=-314/242, 10)Warning:Additional permanent and stability bracing for BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 11-15=-181/382,12-15=-565/463, truss system(not part of this component design)is bracing. 12-14=0/219,7-18=-1546/822,7-17=0/281, always required. WEBS T-Brace: 2x4 SP No.3-7-18, 8-9=-180/153,10-16=-414/327, LOAD CASE(S) Standard 11-16 11-16=-304/123,7-16=-484/933 Fasten(2X) T and I braces to narrow edge NOTES of web with 10d(0.131"x3")nails,6in 1) Unbalanced roof live loads have been considered for o.c.,with 3in minimum end distance. this design. Brace must cover 90%of web length. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) JOINTS 1 Brace at Jt(s):9 Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; REACTIONS (lb/size) 2=258/0-3-8,13=936/0-4-0, Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 18=2240/0-3-8 exterior zone and C-C Exterior(2)-2-0-0 to 3-2-6, Max Horiz 2=270(LC 16) Interior(1)3-2-6 to 26-5-8,Exterior(2)14-0-0 to 19-2-6, Max Uplift 2=-163(LC 12),13=498(LC 13), Interior(1)19-2-6 to 37-11-0,Exterior(2)26-5-8 to 18=-1220(LC 12) 30-11-12,Interior(1)37-11-0 to 51-11-8 zone;cantilever Max Gray 2=407(LC 23),13=936(LC 1), left and right exposed;end vertical left and right 18=2240(LC 1) exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip FORCES (Ib)-Maximum Compression/Maximum DOL=1.60 Tension 3) Provide adequate drainage to prevent water ponding. TOP CHORD 1-2=0/48,2-27=-282/251,3-27=-211/277, 4) Plates checked for a plus or minus 5 degree rotation 3-4=-280f721,4-5=-364/911,5-28=-366/910, about its center. 6-28=-366/910,6-7=-276/952,7-9=-804/673, 5) This truss has been designed for a 10.0 psf bottom 9-10=-804/673,10-29=-847/650, chord live load nonconcurrent with any other live loads. 11-29=-846/650,6-8=-180/120, 6) 'This truss has been designed for a live load of 20.Opsf 8-10=-192/84,11-12--1212!735' on the bottom chord in all areas where a rectangle 12-30=-1582/927,13-30=-1712/914 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. Joaquin Velez PE No.68182 7) All bearings are assumed to be SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IN is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Cdteda,DS849 and SCSI Building Component 6904 Parke East Blvd. Safety kifonnalbnovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279110 0801 T3E Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 Mitek Industries,Inc.Thu Oct 03 13:36:51 Page 1 ID:Wj023IWA8QBSxnlo_AeunnyfJ03-_Cg3ZPH8ZZq_5otlyV?5CgW W YN6BUiXy7b2zeYyX6Gx 26-5-8 29-4-12 -2-0-0 8-3-4 16-0-0 16-9-12 23-2-12 23-6-4 29-1-10 35-11-0 43-7-12 51-11-0 53-11-0 12-0-01 8-3-4 1 7-8-12 I I II I II I I I 0-9-12 6-5-0 0-3 8 2-8-2 6-6-4 7-8-12 8-3-4 2-0-0 0-8-0 2-1024 0-3-2 H 8 3x6= _ 3x1010 5x6.0 8 -0D 5x6= 7x6- • 7x10 7x6= o ,L 4 5 m m 28 CT / 9 29. . . 10 Mk 632 ` Enk R r` 5x8 0 5x8m c'? r1 co 3 co 11 obro 2730 C? 2 12 1..e.'.- io 2019 t8 31 17 32 16 33 15 14 x\13 4x6= 2x4 rr 5x6= 3x6= 5x6= 5x6= 2x4 ii 4x6= 7x6= 8-3-4I1 15-8-8 16-9-�2 23-2-12 I 29-7-12 I 36-2-8 I 43-7-12 I 51-11-0 8-3-4 7-5-4 1-1-4 6-5-0 6-5-0 6-6-12 7-5-4 8-3-4 Scale=1:95.5 Plate Offsets(X,Y): [3:0-3-12,0-3-0],[4:0-3-0,0-2-7],[6:0-2-8,0-4-8],[8:0-3-0,Edge],[9:0-8-4,0-3-8],[10:0-3-0,0-2-7],[11:0-4-0,0-3-0],[15:0-3-0,0-3-0],[16:0-3-0,0-3-0],[19:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0,78 Vert(LL) 0.17 14-26 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.22 14-26 >999 180 BCLL 0.0' Rep Stress.Incr YES WB 0.81 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:331 lb FT=20% LUMBER BOT CHORD 2-20=-186/355,19-20=-186/354, 8) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2*Except*4-6,6-10:2x6 SP No.2 18-19=-497/493,18-31=-64/418, bearing plate capable of withstanding 244 lb uplift at BOT CHORD 2x4 SP No.2 17-31=-64/418,17-32=-276/840, joint 2,603 lb uplift at joint 12 and 1083 lb uplift at joint WEBS 2x4 SP No.3 16-32=-276/840,16-33=-290/977, 18. BRACING 15-33=-290/977,14-15=-642/1517, 9) Graphical puriin representation does not depict the size TOP CHORD Structural wood sheathing directly applied or 12-14=-641/1519 or the orientation of the puriin along the top and/or 3-7-2 oc purlins,except WEBS 3-20=0/277,3-19=-660/529,4-19=-95/210, bottom chord. 2-0-0 oc purlins(6-0-0 max.):4-10. 10-15=-203/409,11-15=-620/507, 10)Warning:Additional permanent and stability bracing for BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 11-14=0/255,5-18=-868/541, truss system(not part of this component design)is bracing. 6-18=-1265/625,6-17=-267/793, always required. WEBS T-Brace: 2x4 SP No.3-3-19, 9-17=-841/410,9-16=-102/389, LOAD CASE(S) Standard 11-15,5-18,6-18,9-17, 10-16=-342/172 10-16 NOTES Fasten(2X) T and I braces to narrow edge 1) Unbalanced roof live loads have been considered for of web with 10d(0.131"x3")nails,6in this design. o.c.,with 3in minimum end distance. 2) Wind:ASCE 7-10;Vult=l3Omph(3-second gust) Brace must cover 90%of web length. Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; REACTIONS (lb/size) 2=383/0-3-8,12=1105/0-3-8, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 18=2050/0-3-8 exterior zone and C-C Exterior(2)-2-0-0 to 3-2-5, Max Horiz 2=-248(LC 13) Interior(1)3-2-5 to 26-5-8,Exterior(2)16-0-0 to 21-2-5, Max Uplift 2=-244(LC 12),12=-603(LC 13), Interior(1)21-2-5 to 35-11-0,Exterior(2)26-5-8 to 18=-1083(LC 12) 29-7-12,Interior(1)35-11-0 to 53-11-0 zone;cantilever Max Gray 2=505(LC 23),12=1105(LC 1), left and right exposed;end vertical left and right 18=2050(LC 1) exposed;C-C for members and forces&MWFRS for FORCES (Ib)-Maximum Compression/Maximum reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Tension 3) Provide adequate drainage to prevent water ponding. TOP CHORD 1-2=0/48,2-27=-465/147,3-27=-385/179, 4) Plates checked for a plus or minus 5 degree rotation 3-4=-176/603,4-5=-41/436,5-28=-66/477, about its center. 6-28=-66/477,6-7=-339/361,7-9=-238/323, 5) This truss has been designed for a 10.0 psf bottom 9-29=-845/637,10-29=-843/637, chord live load nonconcurrent with any other live loads. 7-8=-195/135,8-9=-200/132, 6) *This truss has been designed for a live load of 20.Opsf 10-11=-1205/711,11-30=-1698/900, on the bottom chord in all areas where a rectangle 12-30=-1781/881,12-13=0/48 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=5.0psf. Joaquin Velez PE No.68182 7) All bearings are assumed to be SP No.2 crushing MiTek USA,Inc.FL Cert 6634 capacity of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not Mil truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl71P11 Quality Creeds,Ne-89 and 1051 Bolding Component 6904 Parke East Blvd. Safety b*mtafois vaiiable from Truss Rate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk ' T18279111 0861 T3F Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies.Jacksonville.FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:52 Page:1 ID:bme8mM LubgDOY?LpKOrl Pdyf Izi-SOE RmI I mKsyrjySxW C W KIt2nknQQDAh5M FoXB_yX6Gw 27-10-12 18-0-0 26-5-8 -2-0-0 5-11-9 11-4-11 16-9-12 17-10-3 P5-0-4 25-11-8 33-11-0 39-8-13 45-6-11 51-11-0 53-11-0 12-0-01 I I 5-11-9 5-5-1 5-5-1 I H 7-0-4 I 11 1 i 6-0-4 5-9-13 I 5-9-13 1 6-4-5 1 1 2-0-0 1-0-7 0-11-4 0-1-13 0 81-,1-5-4 3x6= 2x4 II 7x6= 5x6% ap 2x4 x 9 5x6, 7x6= 628 7 1(29 11 0-0 5 rl `'e m BE MI 3x6 s 3x6 ? 1/1N 12 n m c? /._ " i 1' 5x6 s Sx6� o)o) 3 13 ,`7 11\ / 30 14 (.2 2 igi 1 ' 20 31 32 1833 34 18 35 17 36 37 16 \15 4x6= 5x6= 5x8= 5x8= 5x6= 5x6= 4x6= 1 8-8-2 I 16-9-12 I 25-11-8 I 34-2-8 I 42-7-12 I 51-11-0 1 8-8-2 8-1-10 9-1-12 8-3-0 8-5-4 9-3-4 Scale=1:95.5 Plate Offsets(X,Y): [3:0-3-0,0-3-0],[6:0-3-0,0-2-7],[9:0-3-0,Edge],[11:0-3-0,0-2-7],[13:0-3-0,0-3-0],[16:0-3-0,0-3-4],[17:0-3-0,0-3-0],[18:0-4-0,0-3-0],[19:0-3-12,0-3-0],[20:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.19 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.27 16-26 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:326 lb FT=20% LUMBER BOT CHORD 2-20=-176/295,20-31=-349/398, 8) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2*Except*6-11:2x6 SP No.2 31-32=-349/398,19-32=-349/398, bearing plate capable of withstanding 199 lb uplift at BOT CHORD 2x4 SP No.2 19-33=-451/474,33-34=-451/474, joint 2,1137 lb uplift at joint 19 and 600 lb uplift at joint WEBS 2x4 SP No.3 18-34=-451/474, 18-35=-177/830, 14. BRACING 17-35=-177/830,17-36=-399/1171, 9) Graphical purlin representation does not depict the size TOP CHORD Structural wood sheathing directly applied or 36-37=-399/1171,16-37=-399/1171, or the orientation of the purlin along the top and/or 4-0-15 oc purlins,except 14-16=-700/1515 bottom chord. 2-0-0 oc purlins(6-0-0 max.):6-11. WEBS 5-19=-263/244,11-17=-291/586, 10)Warning:Additional permanent and stability bracing for BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 12-17=-538/458,12-16=-202/396, truss system(not part of this component design)is bracing. 13-16=-309/315,3-20=-302/301, always required. WEBS T-Brace: 2x4 SP No.3-5-19, 4-20=-196/377,4-19=493/421, LOAD CASE(S) Standard 8-18=-518/415,6-18=-658/1356, 12-17,,8-18,6-18,11-18, 6-19 11-18=-558/288,6-19=-1447/663 Fasten(2X) T and I braces to narrow edge NOTES of web with 10d(0.131"x3")nails,bin 1) Unbalanced roof live loads have been considered for o.c.,with 3in minimum end distance. this design. Brace must cover 90%of web length. 2) Wind:ASCE 7-10;VuIt=130mph(3-second gust) REACTIONS (lb/size) 2=324/0-3-8,14=1074/0-3-8, Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; 19=2141/0-3-8 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Max Horiz 2=-248(LC 17) exterior zone and C-C Exterior(2)-2-0-0 to 3-2-5, Max Uplift 2=-199(LC 12),14=-600(LC 13), Interior(1)3-2-5 to 26-5-8,Exterior(2)18-0-0 to 23-2-5, 19=-1137(LC 12) Interior(1)23-2-5 to 33-11-0,Exterior(2)26-5-8 to Max Gray 2=443(LC 23),14=1074(LC 1), 27-10-12,Interior(1)33-11-0 to 53-11-0 zone;cantilever 19=2176(LC 2) left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for FORCES (Ib)-Maximum Compression/Maximum reactions shown;Lumber DOL=1.60 plate grip Tension DOL=1.60 TOP CHORD 1-2=0/48,2-27=-384/173,3-27=-320/196, 3) Provide adequate drainage to prevent water ponding. 3-4=-171/255,4-5=-276/773,5-6=-149/682, 4) Plates checked for a plus or minus 5 degree rotation 6-28=-462/463,7-28=-464/462, about its center. 7-8=-481/502,8-10=-481/502, 5) This truss has been designed for a 10.0 psf bottom 10-29=-463/471,11-29=-462/471, chord live load nonconcurrent with any other live loads. 7-9=-55/40,9-10=-69/27,11-12=-1011/634, 6) 'This truss has been designed for a live load of 20.Opsf 12-13=-1541/871,13 30=-1692/939, on the bottom chord in all areas where a rectangle 14-30=-1756/928,14-15=0/48 3-06-00 tall by2-00-00 wide will fit between the bottom Joaquin Velez PE No.68182 chord and any other members,with BCDL=5.0psf. MiTek USA,Inc.FL Cert 6634 7) All bearings are assumed to be SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. E Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUTPI1 Quality Cdteda,05149 and SCSI Budding Component 6904 Parke East Blvd. Safety Inloemallanavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801 • T18279112 T3G Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:52 Page:1 ID:NFpZ?UU15b?XoQ19GDQ7AYyflpB-wbop_5105A4hL6083v1ZH5bs5BkMydpEbvX4jQyX6Gv -2-0-0 8-8-2 16-9-12 20-0-0 25-11-8 31-11-0 38-4-13 44-10-11 51-11-0 53-11-0 12-0-01 { 1I 8-8-2 8-1-10 3-2-4 5-11-8 I 5-11-8 I 6-5-13 I 6-5-13 l 7-0-5 11 2-0-0 7x6= 2x4 a 7x6= 5 26 6 27 7 4x6. 2 . 4 3x6 6 12 25 8 28 co 5x8 \ ' ' 3 5x6., rh 0 9 24 29 r? 2 % 10 _a= 1 n r 11 _ / 17 16 15 30 14 31 13 32 33 12 \ 4x6= 5 = 7x6= 5x6= 5x8= 5x6= 5x8= 44= 8-8-21 16-9-12 19-8-8 25-11-8 I 32-2-8 I 41-7-12 I 51-11-0 1 l 8-8-2 8-1-10 12-10-121 6-3-0 6-3-0 9-5-4 10-3-4 Scale=1:94.6 Plate Offsets(X,Y): [3:0-4-0,0-3-4],[5:0-3-0,0-2-7],[7:0-3-0,0-2-7],[9:0-3-0,0-3-0],[12:0-4-0,0-3-0],[13:0-3-0,0-3-4],[14:0-4-0,0-3-0],[15:0-3-0,0-3-0],[17:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.18 17-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.40 12-13 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.76 Horz(CT) 0.05 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:331 lb FT=20% LUMBER ROT CHORD 2-17=-204/325,16-17=-204/323, 8) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2*Except*5-7:2x6 SP No.2 15-16=-400/456,15-30=-127/345, bearing plate capable of withstanding 265 lb uplift at BOT CHORD 2x4 SP No.2 14-30=-127/345,14-31=-188/857, joint 2,622 lb uplift at joint 10 and 823 lb uplift at joint WEBS 2x4 SP No.3 13-31=-188/857,13-32=-505/1249, 16. BRACING 32-33=-505/1249,12-33=-505/1249, 9) Graphical purlin representation does not depict the size TOP CHORD Structural wood sheathing directly applied or 10-12=-741/1635 or the orientation of the purlin along the top and/or 3-8-12 oc purlins,except WEBS 5-15=-1032/494,5-14=-572/1026, bottom chord. 2-0-0 oc purlins(6-0-0 max.):5-7. 6-14=-394/321,7-14=-542/301, 10)Warning:Additional permanent and stability bracing for BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 7-13=-329/632,8-13=-600/513, truss system(not part of this component design)is bracing. 8-12=-227/450,9-12=-347/354, always required. WEBS T-Brace: 2x4 SP No.3-5-15,5-14, 4-16=-1606/847,4-15=-494/1190, LOAD CASE(S) Standard 6-14,7-14,8-13,4-16, 3-16=-657/529,3-17=0/282 3-16 NOTES Fasten(2X) T and I braces to narrow edge 1) Unbalanced roof live loads have been considered for of web with 10d(0.131"x3")nails,6in this design. o.c.,with 3in minimum end distance. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Brace must cover 90%of web length. Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; REACTIONS (lb/size) 2=436/0-3-8,10=1131/0-3-8, Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) 16=1972/0-3-8 exterior zone and C-C Exterior(2)-2-0-0 to 3-2-5, Max Horiz 2=248(LC 12) Interior(1)3-2-5 to 20-0-0,Exterior(2)20-0-0 to 27-4-2, Max Uplift 2=-265(LC 12),10=-622(LC 13), Interior(1)27-4-2 to 31-11-0,Exterior(2)31-11-0 to 16=-823(LC 12) 39-3-2,Interior(1)39-3-2 to 53-11-0 zone;cantilever left Max Gray 2=510(LC 23),10=1150(LC 24), and right exposed;end vertical left and right 16=1972(LC 1) exposed;C-C for members and forces&MWFRS for FORCES (Ib) Maximum Compression/Maximum reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Tension 3) Provide adequate drainage to prevent water ponding. TOP CHORD 1-2=0/48,2-24=-450/120,3-24=-363/140, 4) Plates checked fora plus or minus 5 degree rotation 3-25=-151/361,4-25=-136/536, about its center. 4-5=-106/282,5-26=-598/552, 5) This truss has been designed for a 10.0 psf bottom 6-26=-600/552,6-27=-600/552, chord live load nonconcurrent with any other live loads. 7-27=-598/552,7-8=-1049/697, 6) 'This truss has been designed for a live load of 20.0psf 8-28=-1550/912,9-28=-1666/909, on the bottom chord in all areas where a rectangle 9-29=-1828/973,10 29= 1897/960, 3-06-00 tall by 2-00-00 wide will fit between the bottom 10-11=0/48 chord and any other members,with BCDL=5.0psf. 7) All bearings are assumed to be SP No.2 crushing MiTek Joaquin USA,Inc. No.68182Cart capacity of 565 psi. MiTek I .FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 1 a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeMlSl'TPIl Oua*y Cdthda,DS5-$9 and SCSI lidding Component 6904 Parke East BNB. Safely IMomwlbrravoilable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Melnyk 718279113 0801 T3H Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:53 Page:1 ID:6oavW nrlj06eDdshg100jAyllnR-OnMCBOJOsUCYyFbKddYogiB_xa6thl OOpYHdFtyX6Gu I 2-0-0 8-8-2 I 16-9-12 1 22-0-0 I 29-11-0 I 35-1-4 I 43-2-14 j 51-11-0 53-11-0 2-0-0 8-8-2 8-1-10 5-2-4 7-11-0 5-2-4 8-1-10 8-8-2 2-0-0 5x8= 5x6= 525 BE m 266 4x6 03x6 4 7 24 27 6 N C12 \ , 5x8 5x8 1. 3 8 N 23 28 c? 2 ' 9 _VS El as a� _= fig C 1/ 16 is 29 14 30 13 31 12 11 \10 - 4x6= 5x6= 7x6= 5x6= 5x8= 3x6= 5x6= 4x6. 8-8-21 16-9-12 I 22-0-0 I 29-11-0 I 35-1-4 I 43-2-14 I 51-11-0 8-8-2 8-1-10 5-2-4 7-11-0 5-2-4 8-1-10 8-8-2 Scale=1:94.7 Plate Offsets(X,Y): [3:0-4-0,0-3-4],[5:0-6-0,0-2-8],[6:0-4-0,0-2-8],[8:0-4-0,0-3-0],[11:0-3-0,0-3-4],[13:0-2-12,0-3-0],[14:0-3-0,0-3-0],[16:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.21 11-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 11-22 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.93 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:312 lb FT=20% LUMBER WEBS 4-14=-490/1159,5-14=-901/458, 10)Warning:Additional permanent and stability bracing for TOP CHORD 2x4 SP No.2 5-13=-454/793,6-13=-80/123, truss system(not part of this component design)is BOT CHORD 2x4 SP No.2 4-15=-1615/850,3-15=-661/527,3-16=0/284, always required. WEBS 2x4 SP No.3 7-13=-646/539,7-12=-204/400, LOAD CASE(S) Standard BRACING 8-12=-649/521,8-11=0/281 TOP CHORD Structural wood sheathing directly applied or NOTES 3-2-2 oc purlins,except 1) Unbalanced roof live loads have been considered for 2-0-0 oc purlins(2-2-0 max.):5-6. this design. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) bracing. Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; WEBS T-Brace: 2x4 SP No.3-5-14,5-13, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 6-13,4-15,3-15,7-13, exterior zone and C-C Exterior(2)-2-0-0 to 3-2-5, 8-12 Interior(1)3-2-5 to 22-0-0,Exterior(2)22-0-0 to 29-4-2, Fasten(2X) T and I braces to narrow edge Interior(1)29-4-2 to 29-11-0,Exterior(2)29-11-0 to of web with 10d(0.131"x3")nails,6in 37-3-2,Interior(1)37-3-2 to 53-11-0 zone;cantilever left o.c.,with 3in minimum end distance. and right exposed;end vertical left and right Brace must cover 90%of web length. exposed;C-C for members and forces&MWFRS for REACTIONS (lb/size) 2=424/0-3-8,9=1125/0-3-8, reactions shown;Lumber DOL=1.60 plate grip 15=1990/0-3-8 DOL=1.60 Max Horiz 2=271 (LC 12) 3) Provide adequate drainage to prevent water ponding. Max Uplift 2=-257(LC 12),9=-634(LC 13), 4) Plates checked for a plus or minus 5 degree rotation 15=-868(LC 12) about its center. Max Gray 2=507(LC 23),9=1134(LC 24), 5) This truss has been designed for a 10.0 psf bottom 15=1990(LC 1) chord live load nonconcurrent with any other live loads. FORCES (Ib)-Maximum Compression/Maximum 6) 'This truss has been designed for a live load of 20.0psf Tension on the bottom chord in all areas where a rectangle TOP CHORD 1-2=0/48,2-23=-443/130,3-23=-357/165, 3-06-00 tall by 2-00-00 wide will fit between the bottom 3-24=-168/390,4-24=-147/565, chord and any other members,with BCDL=5.0psf. 4-5=-297/378,24=-16 ,4-24 5-25=-663/643, 7) All bearings are assumed to be SP No.2 crushing 25-26=-663/643,6-26=-663/643, capacity of 565 psi. 6-7=-798/652,7-27=-1065/736, 8) Provide mechanical connection(by others)of truss to 8-27=-1207/710,8-28=-1740/954, bearing plate capable of withstanding 257 lb uplift at 9-28=-1828/934,9-10=0/48 joint 2,634 lb uplift at joint 9 and 868 lb uplift at joint 15. BOT CHORD 2-16=210/320,15-16=211/317, 9) Graphical puriin representation does not depict the size 15-29=-426/479,14-29=-426/479, or the orientation of the puriin along the top and/or Joaquin Velez PE No.68182 14-30=-47/381,13-30=-47/381, bottom chord. MiTek USA,Inc.FL Cert 6634 13-31=-345/985,12-31=-345/985, 6904 Parke East Blvd.Tampa FL 33610 11-12=-683/1554,9-11=-683/1556 Date: October 3,2019 MI 1110 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN$I/TPI1 Quallly Cdteda.DSS-S9 and SCSI Building Component 6904 Parke East Blvd. Safety Infolmalbnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Melnyk Of101 • T31 Hip Girder 1 3 Job Reference(optional) 718279114 Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:54 Page:1 I D:TetKSh3v9jZ7uzBrI UP HO?yf59f-szvaPmKednKPaPAW BK41 N W gli_XIOUhX2COBnJyX6Gt -2-0-0 6-2-4 11-6-0 16-9-12 21-8-8 25-11-8 30-2-8 35-1-4 40-5-0 45-8-12 51-11-0 53-11-0 I 1 1 I I I I I f I I 1 1 2-0-0 6-2-4 5-3-12 5-3-12 4-10-12 4-3-0 4-3-0 4-10-12 5-3-12 5-3-12 6-2-4 2-0-0 555= 5x5= 5x5= THIS TRUSS IS NOT SYMMETRIC. 6 7 8 - - PROPER ORIENTATION IS ESSENTIAL. tr se ss n r, 555 357,, 6 5 5x5 c 5x150''n 4 10 M N N 2x4�� 2x4., N 3 11 vx 2 `` i i� 12 _ C 1/' 24 2519 2627 2829 30 3Apg 33 17 34 35 366 3A8 39 1540 41 4243 4445 1446 47 `\13 5x6= Bx8= 858= 5x9= 10x10= 4x5= 8x8= 5x6= 8-10-2I 16-9-12 1 21-10-4 1 30-2-8 I 35-1-4 1 43-0-14 I 51-11-0 i 8-10-2 7-11-10 5-0-8 8-4-4 4-10-12 7-11-10 8-10-2 Scale=1:94.7 Plate Offsets(X,Y): [2:0-3-4,0-0-7],[4:0-2-8,0-3-0],[6:0-2-8,0-2-4],[8:0-2-8,0-2-4],[10:0-2-8,0-3-0],[12:0-3-4,0-0-7],[14:0-4-0,0-6-0],[16:0-5-0,0-6-0],[18:0-2-8,0-6-0],[19:0-4-0,0-6-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.25 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.31 14-15 >999 180 BCLL 0.0' Rep Stress'nor NO WB 0.93 Horz(CT) 0.03 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:1248 lb FT=20% LUMBER BOT CHORD 2-24=-501/714,24-25=-501/714, 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 19-25=-501/714,19-26=-1400/1181, Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x8 SP DSS 26-27=-1400/1181,27-28=-1400/1181, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 28-29=-1400/1181,29-30=-1400/1181, exterior zone;cantilever left and right exposed;end BRACING 30-31=-1400/1181,31-32=-1400/1181, vertical left and right exposed;Lumber DOL=1.60 plate TOP CHORD Structural wood sheathing directly applied or 18-32=-1400/1181,18-33=-3229/2343, grip DOL=1.60 6-0-0 oc purlins,except 17-33=-3229/2343,17-34=-916/1915, 5) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins(6-0-0 max.):6-8. 34-35=-916/1915,35-36=-916/1915, 6) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 16-36=-916/1915,16-37=-3087/5835, about its center. bracing, Except: 37-38=-3087/5835,38-39=-3087/5835, 7) This truss has been designed for a 10.0 psf bottom 6-0-0 oc bracing:18-19,17-18. 15-39=-3087/5835,15-40=-4329/7666, chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 2=776/0-3-8,12=5209/0-3-8, 40-41=-4329/7666,41-42=-4329/7666, 8) 'This truss has been designed for a live load of 20.0psf 4243=4329/7666,4344=4329/7666, on the bottom chord in all areas where a rectangle 18=13341/0-3-8 4445=4329/7666,14-45=-4329/7666, 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Horiz 2=267(LC 12) 14-46=-5497/9364,4647=-5497/9364, chord and any other members,with BCDL=5.0psf. Max Uplift 2=-525(LC 8),12=-3176(LC 9), 12-47=-5497/9364 9) Bearings are assumed to be:Joint 2 SP DSS crushing 18=-7699(LC 8) WEBS 5-18=-7051/4021,5-17=-3457/6059, capacity of 660 psi,Joint 18 SP No.3 crushing capacity Max Gray 2=858(LC 19),12=5221 (LC 20), 6-17=-264/160,7-17=-5517/3309, of 565 psi,Joint 12 SP DSS crushing capacity of 660 18=13341 (LC 1) 7-16=-3230/5279,8-16=-1053/1714, psi. FORCES (Ib)-Maximum Compression/Maximum 9-16=-3906/2477,10-15=-2643/1803, 10) Bearing at joint(s)18 considers parallel to grain value Tension 10-14=-2316/3618,11-14=-261/284, using ANSI/TPI 1 angle to grain formula. Building TOP CHORD 1-2=0/52,2-3=-833/413,3-4=-643/345, 3-19=-286/300,4-19=-2468/3892, designer should verify capacity of bearing surface. 4-5=-2148/3676,5-6=-296/159, 9-15=-2439/4051,4-18=-2814/1897 6-7=-187/161,7-8=-3849/2431, NOTES 8-9=-4375/2667,9-10=-6589/3913, 1) 3-ply truss to be connected together with 10d 10-11=-10330/6240,11-12=-10512/6303, (0.131"x3")nails as follows: 12-13=0/52 Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-4 rows staggered at 0-4-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. Joaquin Velez PE No.68182 3) Unbalanced roof live loads have been considered for MiTek USA,Inc.FL Cert 6634 this design. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 1.,u,ur iueu oil payeeMNI A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPIl Qualify Cr*.da,DS549 and BCSI Balding Component 6904 Parke East Blvd. Safely 6darmallonovoiloble from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 i Job Truss Truss Type Qty Ply Melnyk 0801 T3I Hip Girder 1 3 Job Reference(optional) 118279114 Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:54 Page:2 ID:TetKSh3v9jZ7uzBrIUPHO?yf59f-szvaPmKednKPaPAW BK41 N W gli_XIOUhX2COBnJyX6Gt 11)Provide metal plate or equivalent at bearing(s)18 to support reaction shown. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 525 lb uplift at joint 2,3176 lb uplift at joint 12 and 7699 lb uplift at joint 18. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1243 lb down and 938 lb up at 6-1-4,675 lb down and 409 lb up at 8-1-4,675 lb down and 404 lb up at 10-1-4,675 lb down and 397 lb up at 12-1-4,680 lb down and 391 lb up at 14-1-4,680 lb down and 381 lb up at 16-1-4, 2680 lb down and 1512 lb up at 16-6-8,2625 lb down and 1597 lb up at 29-10-0,662 lb down and 439 lb up at 31-10-12,662 lb down and 387 lb up at 33-10-12, 662 lb down and 377 lb up at 35-10-12,662 lb down and 386 lb up at 37-10-12,662 lb down and 393 lb up at 39-10-12,662 lb down and 400 lb up at 41-10-12, and 662 lb down and 405 lb up at 43-10-12,and 1220 lb down and 912 lb up at 45-10-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(lb/ft) Vert:1-6=-54,6-8=-54,8-13=-54,2-12=-10 Concentrated Loads(Ib) Vert:24=-1243(B),25=-675(B),26=-675(B), 28=-675(B),30=-680(B),31=-680(B),32=-2680 (B),36=-2625(B),37=-662(B),39=-662(B), 40=-662(B),41=-662(B),43=-662(B),45=-662(B), 46=-662(B),47=-1220(B) • V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Info the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M e is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeM131/TP11 Quality Cdteda,DS$l9 and Bat Building Component 6904 Parke East Blvd. Safety krformattonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801 T4 Roof Special Girder 1 1 T18279115 Reference(optional) Gleckler and Sons Building Supplies,Jacksonville.FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:56 Page:1 I D:kpsOXZ I hMu83Xajf apZSJ Uyf I iz-KATyc6LHO5SGCZIj12bGvjDQSOry9xjh HsmkKIyX6Gs 1 -5-1 5-8-8 18-3-4 21-8-8 537 I 501 11 I 1537 I 2 612 I 3-5-4 I 2-0-0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6= 2x4 n 300= 4x6= 12 1 15 16 2 17 18 19 320 21 4 7 6 II I1ir Ir Ir ir r Il 3x4 5 ul 7 Ca v �, ch _ 12 n n n fl n n -- r mot 7i 22 23 1124 25 26 10 27 28 9 8 =' 7 c 3x10 n 3x6= 5x8= 7x6= 3x10= 2x4 ii NAILED NAILED NAILED NAILED NAILED I NAILED NAILED 18-3-4 5-3-7 I 5-1511 r 15-6-125-111I 2-8-8 I 3-5-4 I Scale=1:44 Plate Offsets(X,Y): [10:0-3-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.16 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.17 9-10 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.94 Horz(CT) 0.04 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:134 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vert:1-4=-54,4-7=-54,6-12=-10 TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Concentrated Loads(Ib) BOT CHORD 2x6 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Vert:4=-90(B),9=-178(B),15=-76(B),16=-76(B), WEBS 2x4 SP No.3 exterior zone;cantilever left and right exposed;end 17=-76(B),18=-76(B),19=-76(B),20=-76(B), BRACING vertical left and right exposed;Lumber DOL=1.60 plate 21=-76(B),22=-32(B),23=-32(B),24=-32(B), TOP CHORD Structural wood sheathing directly applied or grip DOL=1.60 25=-32(B),26=-32(B),27=-32(B),28=-32(B) 3-9-13 oc purlins, except end verticals,and 2) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins(3-6-8 max.):1-4. 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 5-8-8 oc about its center. bracing. 4) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) 6=1258/0-3-8,12=1253/ chord live load nonconcurrent with any other live loads. Mechanical 5) 'This truss has been designed for a live load of 20.0psf Max Horiz 12=-184(LC 4) on the bottom chord in all areas where a rectangle Max Uplift 6=-842(LC 9),12=-928(LC 4) 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. FORCES (Ib)-Maximum Compression/Maximum 6) Bearings are assumed to be:,Joint 6 SP No.2 crushing Tension capacity of 565 psi. TOP CHORD 1-12=-1184/912,1-15=-1758/1309, 7) Refer to girder(s)for truss to truss connections. 15-16=-1758/1309,2-16=-1758/1309, 8) Provide mechanical connection(by others)of truss to 2-17=-1758/1309,17-18=-1758/1309, bearing plate capable of withstanding 928 lb uplift at 18-19=-1758/1309,3-19=-1758/1309, joint 12 and 842 lb uplift at joint 6. 3-20=-1957/1422,20-21=-1957/1422, 9) Graphical purlin representation does not depict the size 4-21=-1957/1422,4-5=-2169/1541, or the orientation of the purlin along the top and/or 5-6=-2263/1516,6-7=0/48 bottom chord. BOT CHORD 12-22=-39/174,22-23=-39/174, 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 11-23=-39/174,11-24=-1681/2409, per NDS guidelines. 24-25=-1681/2409,25-26=-1681/2409, 11)Hanger(s)or other connection device(s)shall be 10-26=-1681/2409,10-27=-1681/2409, provided sufficient to support concentrated load(s)94 lb 27-28=-1681/2409,9-28=-1681/2409, down and 223 lb up at 15-8-8 on top chord,and 181 lb 8-9=-1290/1993,6-8=-1290/1993 down and 121 lb up at 15-7-12 on bottom chord. The WEBS 1-11=-1466/1980,2-11=-495/478, design/selection of such connection device(s)is the 3-11=-752/569,3-10=0/284,3-9=-523/444, responsibility of others. 4-9=-326/603,5-9=-173/176,5-8=-32/62 12)In the LOAD CASE(S)section,loads applied to the face NOTES of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead+Roof Live(balanced):Lumber Increase=1.25, MiTek USA,Inc.FL Cert 6634 Plate Increase=1.25 6904 Parke East Blvd.Tampa FL 33610 Uniform Loads(lb/ft) Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. III'- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Cdteda,DS549 and SCSI Binding Component 6904 Parke East Blvd. Safely Irdormaaanovailable from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 08b1 T4A Roof Special 1 1 718279116 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:56 Page:1 ID:4Ec3SfyVBzUAZ7?4NDXfeMyf IjQ-oM1 KpSLv9Pa7pjKvl l6VSxmZDoAFuShgW W VHsByX6Gr 6-10-4 21-8-8 23-8-8 6-10-4 6-10-4 I 8-0-0I 2-0-0 3x6= 2x4 n 4x8= 1 12 2 13 3 fRI 12 16 14 rn ' 15 4 8 r 1 f] 7 6 5 C7 3x6 ii 5x8= 2x4 u 3x6= 6-10-4 I 13-6-12 I 21-8-8 6-1 0 4 6-8-8 8-1-12 Scale=1:44.1 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[7:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.18 6-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.20 6-11 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.64 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:108 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) Bearings are assumed to be:,Joint 4 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 2-2-0 oc purlins, except end verticals,and 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(5-8-7 max.):1-3. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bearing plate capable of withstanding 399 lb uplift at bracing. joint 8 and 383 lb uplift at joint 4. REACTIONS (lb/size) 4=803/0-3-8,8=685/Mechanical 9) Graphical purlin representation does not depict the size Max Horiz 8=-239(LC 10) or the orientation of the purlin along the top and/or bottom chord. Max Uplift 4=-383(LC 13),8=-399(LC 8) FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-8=-650/412,1-12=-844/498, 2-12=-844/498,2-13=-844/498, 3-13=-844/498,3-14=-985/493, 14-15=-1082/481,4-15=-1093/466,4-5=0/48 BOT CHORD 7-8=-138/260,6-7=-297/900,4-6=-298/896 WEBS 1-7=-559/959,2-7=-409/348,3-7=-149/126, 3-6=0/242 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 13-8-8,Exterior(2)13-8-8 to 16-8-8,Interior(1)16-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 4) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10W3/2015 BEFORE USE. 1411 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVRII QUalNy Cdt.da,D5849 and BCSI Bolding Component 6904 Parke East Blvd. Safely Mamallonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 08b1 T4B Roof Special 1 1 718279117 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:57 Page:1 ID:vOzKji1 GnpFKH2SEkUe3tdyfIjK-GYbi1 oMXvii_Rtv5sTdk_81p_CVSdxuzkAFrOeyX6Gq 1 -8-8 2 23-8-8 5-10-4 5110 4 4-8-512 b-3 4I 2-0-0 3x6= 2x4 n 4x8= 1 13 2 14 3 12 to M 76 15 2x4 4 co in 1- --,o co 16 5 Co 6 C 9 .1 cs 8 7 3x6n 5x8= 3x4= 3x6, 5-10-4 I 11-6-12 I 21-8-8 5-10-4 5-8-8 10-1-12 Scale=1:44.2 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[5:0-2-9,0-1-8],[8:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.22 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.34 7-12 >768 180 BCLL 0.0' Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:121 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 5) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members. 5-3-6 oc purlins, except end verticals,and 6) Bearings are assumed to be:,Joint 5 SP No.2 crushing 2-0-0 oc purlins(6-0-0 max.):1-3. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 9-5-9 oc 7) Refer to girder(s)for truss to truss connections. bracing. 8) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 5=803/0-3 8,9=685/Mechanical bearing plate capable of withstanding 394 lb uplift at Max Horiz 9=-293(LC 10) joint 9 and 403 lb uplift at joint 5. Max Uplift 5=-403(LC 13),9=-394(LC 8) 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or FORCES (Ib)-Maximum Compression/Maximum bottom chord. Tension LOAD CASE(S) Standard TOP CHORD 1-9=-656/418,1-13=-608/406, 2-13=-608/406,2-14=-608/406, 3-14=-608/406,3-15=-829/447, 4-15=-894/436,4-16=-1149/549, 5-16=-1183/534,5-6=0/48 BOT CHORD 8-9=-180/321,7-8=-176/748,5-7=-382/1028 WEBS 1-8=-478/797,2-8=-360/301,3-8=-195/152, 3-7=-97/328,4-7=-323/322 NOTES 1) Wind:ASCE 7-10;Vult=13omph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 11-8-8,Exterior(2)11-8-8 to 14-8-8,Interior(1)14-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation Mitek USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS1/IP11 Quality Criteria.D5b49 and SCSI IIuIdY g Component 6904 Parke East Blvd. Safely tllfonnallanavailable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279118 08131 T4C Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:57 Page:1 ID:n9CrY44m2llmfm?zKj?2TyfljG-GYbil oMXvii_Riv5sTdk_81n9CUddtfzkAFrOeyX6Gq 5-0-0 I 9-8-8 15-5-4 I 21-8-8 23-8-8 5-0-0 4-8-8 5-8-12 6-3-4 2-0-0 2x4 Ir 3x4= 4x6= 1 13 2 14 3 rszi CR3 [} n 26 � 15 3x4 co u� 71- � r� Co r; 16 5 co 9 Q $ 6 0 17 18 8 7 5x6 5x8= 2x4 rr 3x4= 9-6-12 I 15-5-4 I 21-8-8 9-6-12 5-10 8 6-3-4 Scale=1:48.4 Plate Offsets(X,Y): [8:0-3-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.27 8-9 >967 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.39 8-9 >662 180 BCLL 0.0* Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:123 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 5) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members,with BCDL=5.Opsf. 5-1-10 oc purlins, except end verticals,and 6) Bearings are assumed to be:,Joint 5 SP No.2 crushing 2-0-0 oc purlins(6-0-0 max.):1-3. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 9-9-9 oc 7) Refer to girder(s)for truss to truss connections. bracing. 8) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 5=803/0-3-8,9=685/Mechanical bearing plate capable of withstanding 387 lb uplift at Max Horiz 9=-346(LC 10) joint 9 and 418 lb uplift at joint 5. Max Uplift 5=-418(LC 13),9=387(LC 8) 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or FORCES (lb)-Maximum Compression/Maximum bottom chord. Tension LOAD CASE(S) Standard TOP CHORD 1-9=-111/97,1-13=-133/138,2-13=-133/138, 2-14=-618/409,3-14=-618/409, 3-15=-691/408,4-15=-769/397, 4-16=-1174/543,5-16=-1185/523,5-6=0/48 BOT CHORD 9-17=-126/452,17-18=-126/452, 8-18=-126/452,7-8=-350/1005, 5-7=-350/1005 WEBS 2-9=-680/470,2-8=-187/317,3-8=0/164, 4-8=-442/382,4-7=0/151 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 9-8-8,Exterior(2)9-8-8 to 12-8-8, Interior(1)12-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cart 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DSB-19 and ICSI loading Component 6904 Parke East Blvd. Wet/Ydonnalbnovoiloble from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279119 0801 T4D Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:58 Page:1 ID:gxSLOR7HuHFBEH4mC9nxCJyfljC-Ik95E8N9g00r3l UHQA8zXMrsrbsRMl37zq_Ow4yX6Gp 7-8-8 I 14-5-4 I 21-8-8 7-8-8 6-8-12 7-3-4 4x6= 4x6= 1 11 12 2 13 12 -16 3x4 3 c� 14 4 ress 0 15 6 5 3x6 5x8= 2x4 rt 354= 7-6-12 14-5-4 21-8-8 7-6-12 6-10-8 7-3-4 Scale=1:52.5 Plate Offsets(X,Y): [2:0-3-8,0-2-0],[4:0-0-12,Edge],[6:0-3-12,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.12 5-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.15 6-7 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.91 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:118 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members,with BCDL=5.0psf. BRACING 6) Bearings are assumed to be:,Joint 4 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 4-9-6 oc purlins, except end verticals,and 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(4-7-10 max.):1-2. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bearing plate capable of withstanding 381 lb uplift at bracing. joint 7 and 351 lb uplift at joint 4. REACTIONS (lb/size) 4=690/0-3-8,7=690/Mechanical 9) Graphical puriin representation does not depict the size Max Horiz 7=-375(LC 10) or the orientation of the puffin along the top and/or bottom chord. Max Uplift 4=-351 (LC 13),7=-381 (LC 8) FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-7=-653/461,1-11=-501/392, 11-12=-501/392,2-12=-501/392, 2-13=-560/382,3-13=-651/360, 3-14=-1109/564,4-14=-1178/549 BOT CHORD 7-15=-234/391,6-15=-234/391, 5-6=-404/992,4-5=-404/992 WEBS 1-6=-458/664,2-6=-125/212,3-6=-557/471, 3-5=0/219 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 7-8-8,Exterior(2)7-8-8 to 10-8-8, Interior(1)10-8-8 to 21-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation about its center. MiTek USA,Inc.FL Cert 6634 4) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSVIPIl Quality Criteria.DSla9 and SCSI lidding Component 6904 Parke East Blvd. Safety Infomlatlanavailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 718279120 001 T4E Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:58 Page:1 ID:RTxN3ADI0kG2CVhJgrxpX?yflj4-Ik95E8N9gOgr31 UHOA8zXMrvgbgyMKh7zq_Ow4yX6Gp 5-8-8 I 13-5-4 I 21-8-8 I 5-8-8 7-8-12 8-3-4 4x6= 4x6= 1 1112 2 13 12 16 5x8* C? 3 co 14 a 4 cn _1_ 7 .5 rata �� v= 0 3x6 s 15 6 5 3x10= 5x6= 3x6= 5-6-12 I 13-5-4 I 21-8-8 5-6-12 7-10-8 8-3-4 Scale=1:57.2 Plate Offsets(X,Y): [3:0-4-0,0-3-0],[5:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.19 5-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.22 5-10 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.80 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:123 lb FT=20% LUMBER 2) Provide adequate drainage to prevent water ponding. TOP CHORD 2x4 SP No.2 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD 2x4 SP No.2 about its center. WEBS 2x4 SP No.3*Except*7-1:2x4 SP No.2 4) This truss has been designed for a 10.0 psf bottom BRACING chord live load nonconcurrent with any other live loads. TOP CHORD Structural wood sheathing directly applied or 5) 'This truss has been designed for a live load of 20.0psf 4-6-12 oc purlins, except end verticals,and on the bottom chord in all areas where a rectangle 2-0-0 oc purlins(6-0-0 max.):1-2. 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD Rigid ceiling directly applied or 8-6-10 oc chord and any other members,with BCDL=5.0psf. bracing. 6) Bearings are assumed to be:,Joint 4 SP No.2 crushing WEBS T-Brace: 2x4 SP No.3-1-7,3-6 capacity of 565 psi. Fasten(2X) T and I braces to narrow edge 7) Refer to girder(s)for truss to truss connections. of web with 10d(0.131"x3")nails,6in 8) Provide mechanical connection(by others)of truss to o.c.,with 3in minimum end distance. bearing plate capable of withstanding 371 lb uplift at Brace must cover 90%of web length. joint 7 and 355 lb uplift at joint 4. REACTIONS (lb/size) 4=690/0-3-8,7=690/Mechanical 9) Graphical puriin representation does not depict the size Max Horiz 7=-428(LC 10) or the orientation of the puriin along the top and/or Max Uplift 4=-355(LC 13),7=-371 (LC 8) bottom chord. 10)Warning:Additional permanent and stability bracing for FORCES (Ib)-Maximum Compression/Maximum truss system(not part of this component design)is Tension always required. TOP CHORD 1-7=-665/469,1-11=-388/346, LOAD CASE(S) Standard 11-12=-388/346,2-12=-388/346, 2-13=-402/327,3-13=-515/302, 3-14=-1059/543,4-14=-1138/524 BOT CHORD 7-15=-275/451,6-15=-275/451, 5-6=-371/945,4-5=-371/947 WEBS 1-6=-452/637,2-6=-157/250,3-6=-659/542, 3-5=0/268 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 5-8-8,Exterior(2)5-8-8 to 8-8-8, Joaquin Velez PE No.68182 Interior(1)8-8-8 to 21-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for MiTek USA,Inc.FL Cart 6634 members and forces&MWFRS for reactions shown; 6904 Parke East Blvd.Tampa FL 33610 Lumber DOL=1.60 plate grip DOL=1.60 Date: October 3,2019 int A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems.seeANSVIPIl Quality Cdt•da,DS8-19 and SCSI holding Component 6904 Parke East Blvd. Safely YMonnallancvoilable from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279121 0801 T4F Roof Special Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:36:59 Page:1 I D:3vyazgN6Aa7655?C_C60elyf6Zd-DxjTSUOn RKyigA3U_tf C4ZN4W?7s5rzGCUkyTW yX6Go 5-4-0 I 10-6-0 I 15-8-0 I 21-8-8 5-4-0 5-2-0 5-2-0 6-0-8 4x6= 4x6= 1 2 I1i . r- 4...i co _ 9 1 i f r r • U . I Ii f f ,1 ii 12 13 14 8 15 16 17 7 18 19 6 20 21 ' o 3x10 n 4x6= 4x8= 7x6= 3x10 n NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-2-4 I 10-7-12 I 15-8-0 I 21-8-8 5-2-4 5-5-8 5-0-4 6-0-8 Scale=1:59.4 Plate Offsets(X,Y): [4:0-3-0,0-3-0],[7:0-3-0,0-4-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 6-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.15 6-11 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.54 Horz(CT) 0.04 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:307 lb FT=20% LUMBER 1) 2-ply truss to be connected together with 10d 13)Warning:Additional permanent and stability bracing for TOP CHORD 2x4 SP No.2 (0.131"x3")nails as follows: truss system(not part of this component design)is BOT CHORD 2x6 SP No.2 Top chords connected as follows:2x4-1 row at 0-9-0 always required. WEBS 2x4 SP No.3 OC. LOAD CASE(S) Standard BRACING Bottom chords connected as follows:2x6-2 rows 1) Dead+Roof Live(balanced):Lumber Increase=1.25, TOP CHORD Structural wood sheathing directly applied or staggered at 0 9 0 oc. Plate Increase=1.25 Web connected as follows:2x4-1 row at 0-9-0 oc. 5-2-9 oc purlins, except end verticals,and Uniform Loads(Ib/ft) all 2) All loads are considered equally applied to plies, 2-0-0 oc purlins(6-0-0 max.):1-2. Vert:1-2=-54,2-5=-54,5-9=-10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc except if noted as front(F)or back(B)face in the LOAD Concentrated Loads(Ib) bracing. CASE(S)section.Ply to ply connections have been Vert:6=-398(F),12=-398(F),14=-398(F),15=-398 WEBS T-Brace: 1x4 SPF Stud-1-9 provided to distribute only loads noted as(F)or(B), (F),16=-398(F),17=-398(F),18=-398(F),19=-398 Fasten(1X) T and I braces to narrow edge unless otherwise indicated. (F),20=-398(F),21=-398(F) of web with 8d(0.113"x2.5")nails,6in 3) Wind:ASCE 7-10;Vult=l30mph(3-second gust) o.c.,with Sin minimum end distance. Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Brace must cover 90%of web length. Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) REACTIONS (lb/size) 5=2670/0-3-8,9=2690/Mechanical exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate Max Horiz 9=-435(LC 4) grip DOL=1.60 Max Uplift 5=-1402(LC 9),9=-1502(LC 4) 4) Provide adequate drainage to prevent water ponding. FORCES (Ib)-Maximum Compression/Maximum 5) Plates checked for a plus or minus 5 degree rotation Tension about its center. TOP CHORD 1-9=-2406/1325,1-2=-1415/886, 6) This truss has been designed for a 10.0 psf bottom 2-3=-1642/928,3-4=-3276/1736, chord live load nonconcurrent with any other live loads. 4-5=-4918/2569 7) 'This truss has been designed for a live load of 20.0psf BOT CHORD 9-12=-51/344,12-13=-51/344, on the bottom chord in all areas where a rectangle 13-14=-51/344,8-14=-51/344, 3-06-00 tall by 2-00-00 wide will fit between the bottom 8-15=-1292/2822,15-16=-1292/2822, chord and any other members,with BCDL=5.0psf. 16-17=-1292/2822,7-17=-1292/2822, 8) Bearings are assumed to be:,Joint 5 SP No.2 crushing 7-18=-2191/4337,18-19=-2191/4337, capacity of 565 psi. 6-19=-2191/4337,6-20=-2209/4372, 9) Refer to girder(s)for truss to truss connections. 20-21=-2209/4372,5-21=-2209/4372 10)Provide mechanical connection(by others)of truss to WEBS 1-8=-1484/2671,2-8=-280/556, bearing plate capable of withstanding 1502 lb uplift at 3-8=-2047/1214,3-7=-997/1931, joint 9 and 1402 lb uplift at joint 5. 4-7=-1715/1023,4-6=-655/1314 11)Graphical purlin representation does not depict the size NOTES or the orientation of the purlin along the top and/or Joaquin Velez PE No.68182 bottom chord. 12)"NAILED"indicates Girder:3-16d(0.162"x 3.5") toe- MiTek USA,Inc.FL Cart 6634 nails per NDS guidelines. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. I. Design valid for use only with MiTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSU1P11 Quality Crltala,DS11-9 and SCSI Building Component 6904 Parke East Blvd. Safely(Moimatla available from Truss Rate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279122 0801 T5 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:00 Page:1 ID:7bEJLvOUxOSJCsO9bMYuKEyfKw3-h7HrfgPPCd5ZIKegXbARcnwGZPYJgCROO8TV?zyX6Gn 10-5-1 5-3-7 I 5-1-11 I 5-3-7 15-8-8 I 2-6-12 I 3-1-4 1 2-4-0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 116 4x6= 2x4 a 3x10= 4x6= NAILED NAILED 1 16 17 218 19 20 32�1 22 4 0 IIS I� $lr Ir r , 11 11 3x4,- " \23 5 Co Viiiit 24 co M — v l0 `'� 12 p n n n fl 11 n n n n `9� 25 26 1127 28 29 10 30 31 9 32 8 33 7 i 3x10 ii 5x8= 7x6= 3x10= 2x4 a 3x6= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-3-7 10-5-1 I 5-3-7 I 5-1-11 I 15-6-125-111 I 2-8-8 I 3- -4-4-8 I Scale=1:46.4 Plate Offsets(X,Y): [6:0-2-12,0-1-8],[10:0-3-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.14 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.15 10-11 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.91 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:133 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vert:4=-77(F),9=-33(F),16=-77(F),17=-77(F), TOP CHORD 2x4 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; 18=-77(F),19=-77(F),20=-77(F),21=-77(F), BOT CHORD 2x6 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 22=-77(F),24=-51 (F),25=-33(F),26=-33(F), WEBS 2x4 SP No.3 exterior zone;cantilever left and right exposed;end 27=-33(F),28=-33(F),29=-33(F),30=-33(F), BRACING vertical left and right exposed;Lumber DOL=1.60 plate 31=-33(F),32=-127(F),33=-72(F) TOP CHORD Structural wood sheathing directly applied or grip DOL=1.60 3-11-3 oc purlins, except end verticals,and 2) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins(3-8-6 max.):1-4. 3) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 5-10-4 oc about its center. bracing. 4) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) 6=1385/0-5-8,12=1230/ chord live load nonconcurrent with any other live loads. Mechanical 5) *This truss has been designed for a live load of 20.0psf 6) on the bottom chord in all areas where a rectangle Max Horiz 12=-184 Max Uplift 6=-874 (LCLC 9),12=-902(LC 4) 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. FORCES (Ib)-Maximum Compression/Maximum 6) Bearings are assumed to be:,Joint 6 SP No.2 crushing Tension capacity of 565 psi. TOP CHORD 1-12=-1161/886,1-16=-1720/1270, 7) Refer to girder(s)for truss to truss connections. 16-17=-1720/1270,2-17=-1720/1270, 8) Provide mechanical connection(by others)of truss to 2-18=-1720/1270,18-19=-1720/1270, bearing plate capable of withstanding 902 lb uplift at 19-20=-1720/1270,3-20=-1720/1270, joint 12 and 874 lb uplift at joint 6. 3-21=-1818/1282,21-22=-1818/1282, 9) Graphical puriin representation does not depict the size 4-22=-1818/1282,4-23=-1966/1385, or the orientation of the purfin along the top and/or 5-23=-2016/1386,5-24=-2093/1394, bottom chord. 6-24=-2154/1418,6-7=0/56 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails BOT CHORD 12-25=-38/172,25-26=-38/172, per NDS guidelines. 11-26=-38/172,11-27=-1593/2321, 11)In the LOAD CASE(S)section,loads applied to the face 27-28=-1593/2321,28-29=-1593/2321, of the truss are noted as front(F)or back(B). 10-29=-1593/2321,10-30=-1593/2321, 30-31=-1593/2321,9-31=-1593/2321, LOAD CASE(S) Standard 9-32=-1186/1872,8-32=-1186/1872, 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 8-33=-1186/1872,6-33=-1186/1872 Plate Increase=1.25 WEBS 1-11=-1417/1937,2-11=-497/479, Uniform Loads(lb/ft) 3-11=-694/512,3-10=0/281,3-9=-581/496, Vert:1-4=-54,4-7=-54,12-13=-10 4-9=-301/543,5-9=-95/85,5-8=-53/62 Concentrated Loads(Ib) NOTES Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 Nil A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS1/1PI1 Quality Cdterla,DS549 and ICSI Building Component 6904 Parke East Blvd. Safety kiformallonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279123 0801 T5A 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:01 Page:1 I D:u7jK0e7V3tTA95?i31 imfwyfKvx-9JgDt9P 1 zxDQwUCs5lig9_TSIpvVZk2ZfoD2XPyX6Gm 13-8-8 2 -4-8 6-10-4 I 6-10-4 I 71-8 0 I 223-4-8--08 3x6= 2x4 n 4x8= 1RI 12 IR] 6a IR] 2 IR1 6d 13 3 1 �6 14 0?to v e c%7 Ln 15 4 8E r $ 7 6 M 5 3x6s 5x8= 2x4 ii 4x6= 6-10-4 I 13-6-12 I 21-4-8 6-10-4 6-8-8 7-9-12 Scale=1:46.5 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[4:Edge,0-1-2],[7:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 6-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 6-11 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.63 Horz(CT) -0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS 1 Weight:109 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 5) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle WEDGE Right:2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied or 6) Bearings are assumed to be:,Joint 4 SP No.2 crushing 4-8-7 oc purlins, except end verticals,and capacity of 565 psi. 2-0-0 oc purlins(5-9-5 max.):1-3. 7) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 395 lb uplift at REACTIONS (lb/size) 4=812/0-5-8,8=672/Mechanical joint 8 and 388 lb uplift at joint 4. Max Horiz 8=-241 (LC 10) 9) Graphical purlin representation does not depict the size Max Uplift 4=-388(LC 13),8=-395(LC 8) or the orientation of the purlin along the top and/or bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-8=-639/408,1-12=-827/487, 2-12=-827/487,2-13=-827/487, 3-13=-827/487,3-14=-930/463, 14-15=-1027/452,4-15=-1038/436,4-5=0/56 BOT CHORD 7-8=-137/260,6-7=-277/842,4-6=-278/839 WEBS 1-7=-552/940,2-7=-413/349,3-7=-143/103, 3-6=0/223 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 13-8-8,Exterior(2)13-8-8 to 16-8-8,Interior(1)16-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation Mitek USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. n Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVTPI1 Quality Criteria,D5849 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnallonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279124 08x01 T5B 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:02 Page:1 I D:Od?FI4Hf?t6KD5VCJG Rphfyf Kvk-d W Ob4VOgkFLHXen3f0DvhC?e4DC71 D FjuSyc4ryX6Gl 5-10-4 11-8-8 I 16-5-4 I 21-4-8 I 23-8-8 5-10-4 5-10-4 4-8-12 4-11-4 2-4-0 3x6= 2x4 n 4x8= 1 13 2 14 3 I5Z1 fR1 tR1 f5a rElMD -16 15 2x4 Co 4 Lc" v J vt 16 5 9 .. �� 6 8 7 3x6 ti 5x8= 3x4= 4x6= 5-10-4 1-6-1 21-4-8 5-10-4 15 8-82 9-9-12 Scale=1:46.6 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[5:Edge,0-1-2],[8:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.27 7-12 >930 180 BCLL 0.0* Rep Stress Incr YES WB 0.51 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:121 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 5) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle WEDGE Right:2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members. TOP CHORD Structural wood sheathing directly applied or 6) Bearings are assumed to be:,Joint 5 SP No.2 crushing 5-2-11 oc purlins, except end verticals,and capacity of 565 psi. 2-0-0 oc purlins(6-0-0 max.):1-3. 7) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 9-9-15 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 390 lb uplift at REACTIONS (lb/size) 5=812/0-5-8,9=672/Mechanical joint 9 and 409 lb uplift at joint 5. Max Horiz 9=-294(LC 10) 9) Graphical purlin representation does not depict the size Max Uplift 5=-409(LC 13),9=-390(LC 8) or the orientation of the purlin along the top and/or bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-9=-645/414,1-13=-595/398, 2-13=-595/398,2-14=-595/398, 3-14=-595/398,3-15=-794/421, 4-15=-853/410,4-16=-1107/510, 5-16=-1118/495,5-6=0/56 BOT CHORD 8-9=-179/320,7-8=-165/714,5-7=-346/942 WEBS 1-8=-471/780,2-8=-358/300,3-8=-176/141, 3-7=-74/300,4-7=-262/291 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 11-8-8,Exterior(2)11-8-8 to 14-8-8,Interior(1)14-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Joaquin Velez PE No.68182 2) Provide adequate drainage to prevent water ponding. MiTek USA,Inc.FL Cert 6634 3) Plates checked for a plus or minus 5 degree rotation 6904 Parke East Blvd.Tampa FL 33610 about its center. Date: October 3,2019 at A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �'- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPII Qualify Criteria,D5549 and BCSI Bolding Component 6904 Parke East Blvd. Safety InfotmaHonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279125 0$01 T5C 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:02 Page:1 ID:gnM W?7LOajsUxOyLgW XDwwyf Kve-dW Ob4VOgkFLHXen3fODvhC?duDBslB9juSyc4ryX6Gl 5-0-0 9-8-8 15-5-4 21-4-8 23-8-8 5-0-0 4-8-8 5-8-12 5-11-4 I 2-4-0 2x4 n 3x4= 4x6= 1 13 2 14 3 5a 6Z1 15a 6a 6a $ :26 15V <I- c4) 16 5 a $ _ 9 bw �Z �• 6 17 18 a 7 =' 5x6= 5x8= 2x4 n 3x6= 9-6-12 15-5-4 9-6-12 5-10-8 I 5-11-4 Scale=1:48.4 Plate Offsets(X,Y): [5:Edge,0-0-6],[8:0-3-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.27 8-9 >954 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.39 8-9 >658 180 BCLL 0.0' Rep Stress lncr YES WB 0.77 Horz(CT) 0.03 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:122 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members,with BCDL=5.Opsf. BRACING 6) Bearings are assumed to be:,Joint 5 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 5-3-6 oc purlins, except end verticals,and 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(6-0-0 max.):1-3. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 383 lb uplift at bracing. joint 9 and 424 lb uplift at joint 5. REACTIONS (lb/size) 5=812/0-5-8,9=672/Mechanical 9) Graphical purlin representation does not depict the size Max Horiz 9=-347(LC 10) or the orientation of the purlin along the top and/or Max Uplift 5=-424(LC 13),9=-383(LC 8) bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-9=-111/97,1-13=-133/138,2-13=-133/138, 2-14=-600/398,3-14=-600/398, 3-15=-671/394,4-15=-747/383, 4-16=-1093/501,5-16=-1104/481,5-6=0/56 BOT CHORD 9-17=-121/446,17-18=-121/446, 8-18=-121/446,7-8=-308/922,5-7=-308/922 WEBS 2-9=-665/464,2-8=-182/307,3-8=0/153, 4-8=-367/343,4-7=-1/128 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.11;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 9-8-8,Exterior(2)9-8-8 to 12-8-8, Interior(1)12-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation about its center. Mitek USA.Inc.FL Cert 6634 4) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.Tampa FL 33610 chord live load nonconcurrent with any other live loads. Date. October 3,2019 V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not o truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANWtPII Quality Criteria.D5$49 and BC!1 Bolding Component 6904 Parke East Blvd. Safely b foimafIonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279126 001 T5D 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:03 Page:1 ID:jZc1 rVOxexMvodG7vMc95myfKva-5iy_HrRIVYT89oMFDjk8EPYiOcbg1 abs76i9cHyX6Gk 7-8-8 I 14-5-4 I 21-4-8 23-8-8 7-8-8 6-8-12 6-11-4 2-4-0 4x6= 4x6= 1 12 13 2 14 16 5x6., 3 hillikh u7 .1 m 15 4 8 5 16 7 6 3x6e 5x8= 2x411 3x6= 7-6-12 I 14-5-4 I 21-4-8 7-6-12 6-10-8 6-11-4 Scale=1:53.1 Plate Offsets(X,Y): [2:0-3-8,0-2-0],[3:0-3-0,0-3-0],[4:Edge,0-0-6],[7:0-3-12,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.14 7-8 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.89 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:122 lb FT=20% LUMBER 4) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 5) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3 on the bottom chord in all areas where a rectangle WEDGE Right:2x4 SP No.3 3-06-00 tall by 2-00-00 wide will fit between the bottom BRACING chord and any other members,with BCDL=5.0psf. TOP CHORD Structural wood sheathing directly applied or 6) Bearings are assumed to be:,Joint 4 SP No.2 crushing 5-3-14 oc purlins, except end verticals,and capacity of 565 psi. 2-0-0 oc purlins(4-10-1 max.):1-2. 7) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 376 lb uplift at REACTIONS (lb/size) 4=812/0-5-8,8=672/Mechanical joint 8 and 434 lb uplift at joint 4. Max Horiz 8=400(LC 10) 9) Graphical purlin representation does not depict the size Max Uplift 4=-434(LC 13),8=-376(LC 8) or the orientation of the purlin along the top and/or bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-8=-638/454,1-12=-484/372, 12-13=-484/372,2-13=-484/372, 2-14=-540/357,3-14=-628/346, 3-15=-1071/503,4-15=-1082/479,4-5=0/56 BOT CHORD 8-16=-246/424,7-16=-246/424, 6-7=-297/892,4-6=-296/893 WEBS 1-7=-449/643,2-7=-139/217,3-7=-463/413, 3-6=0/196 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 7-8-8,Exterior(2)7-8-8 to 10-8-8, Interior(1)10-8-8 to 23-8-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. Joaquin Velez PE No.68182 3) Plates checked for a plus or minus 5 degree rotation MiTek USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and brocing of trusses and truss systems.seeANSVTP11 Quality Creeds,D5549 and BMW/ding Component 6904 Parke East Blvd. Solely Motmaitonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279127 0801 T5E Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:03 Page:1 ID:DTEf X01J_N?Swt_77 RrrzSyf ITU-5iy_H rR IVYT89oM FDjk8 E PYmDcZG 1 bMs76i9cHyX6Gk 5-8-8 I 10-4-12 I 14-2-12 I 18-0-4 11-6-011-10-41 19-6-4I 21-4-8( 23-8-8 5-8-8 4-8-4 3-9-15 3-9-8 1-6-0 1-10-4 2-4-0 4x6= 5x6= 1 1M0 2 21 2x4 ii 3 76 5x6., r? 4 3x4 6 °3or 2x4 ii 5 a •`+111111111 'II 6wol7 cn — 15 • — 13 _ 10 � 41 8 d 23 14 4x8= 9 — 3x6 n 2x4 n 4x8= 2x4 n 4x6= 6x8= 3x4= 5-6-12 I 10-6-8 I 17-10-8 I19-6-4I 21-4-8+ 5-6-12 4-11-12 7-4-0 11-7-1211-10-4 Scale=1:61 Plate Offsets(X,Y): [2:0-3-0,0-2-0],[4:0-2-12,0-3-0],[7:Edge,0-0-14],[11:0-2-8,0-2-0],[12:0-2-12,0-2-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.27 11-12 >934 180 BCLL 0.0* Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:156 lb FT=20% LUMBER 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.opsf;h=25ft; BOT CHORD 2x4 SP No.2*Except*13-3,5-10:2x4 SP No.3 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*15-1:2x4 SP No.2 exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, WEDGE Right:2x4 SP No.3 Interior(1)3-1-12 to 5-8-8,Exterior(2)5-8-8 to 8-8-8, BRACING Interior(1)8-8-8 to 23-8-8 zone;cantilever left and right TOP CHORD Structural wood sheathing directly applied or exposed;end vertical left and right exposed;C-C for 3-8-6 oc purlins, except end verticals,and members and forces&MWFRS for reactions shown; 2-0-0 oc purlins(6-0-0 max.):1-2. Lumber DOL=1.60 plate grip DOL=1.60 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) Provide adequate drainage to prevent water ponding. bracing, Except: 3) Plates checked for a plus or minus 5 degree rotation 6-0-0 oc bracing:13-14 about its center. 9-9-7 oc bracing:11-12. 4) This truss has been designed for a 10.0 psf bottom WEBS T-Brace: 2x4 SP No.3-1-15 chord live load nonconcurrent with any other live loads. Fasten(2X) T and I braces to narrow edge 5) 'This truss has been designed for a live load of 20.0psf of web with 10d(0.131"x3")nails,6in on the bottom chord in all areas where a rectangle o.c.,with Sin minimum end distance. 3-06-00 tall by 2-00-00 wide will fit between the bottom Brace must cover 90%of web length. chord and any other members,with BCDL=5.0psf. REACTIONS (lb/size) 7=812/0-5-8,15=672/Mechanical 6) Bearings are assumed to be:,Joint 7 SP No.2 crushing capacity of 565 psi. Max Horiz 15=-453(LC 10) Max Uplift 7=-439(LC 13),15=-367(LC 8) 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to FORCES (Ib)-Maximum Compression/Maximum bearing plate capable of withstanding 367 lb uplift at Tension joint 15 and 439 lb uplift at joint 7. TOP CHORD 1-15=-648/464,1-19=-378/329, 9) Graphical purlin representation does not depict the size 19-20=-378/329,2-20=-378/329, or the orientation of the purlin along the top and/or 2-21=-859/571,3-21=-915/561, bottom chord. 3-4=-915/436,4-5=-2234/1038, 10)Warning:Additional permanent and stability bracing for 5-6=-2098/922,6-22=-946/442, truss system(not part of this component design)is 7-22=-958/437,7-8=0/56 always required. BOT CHORD 15-23=-287/483,14-23=-287/483, LOAD CASE(S) Standard 13-14=-32/11,12-13=0/61,3-12=-224/264, 11-12=-362/1139,10-11=-37/76, 5-11=-149/163,9-10=-74/135,7-9=-290/799 WEBS 1-14=-436/606,2-14=-520/372,12-14=0/433, 2-12=-459/741,6-11=-422/1065, Joaquin Velez PE No.68182 6-9=-618/259,9-11=-259/798, MiTek USA,Inc.FL Cert 6634 4-12=-446/323,4-11=-471/1042 6904 Parke East Blvd.Tampa FL 33610 NOTES Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not mil" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , Mitek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and brocing of trusses and truss systems,seeANSVIP11 Quality CMeda,DSaa9 and SCSI Bolding Component 6904 Parke East Blvd. Safety Molmalonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job 1 Truss Truss Type Qty Ply Melnyk T18279128 0801 T5F Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:04 Page:1 ID:07SgzprXOCg3gowmG08Plyyf ISn-ZuW MVBSwGsb_nyxRmRFNnd5ue0uUm1 t?LmRj8kyX6Gj ( 3-8-8 [ 10-4-12 I 14-2-12 I 18-0-4 119-6- 21-4-8I 23-8-8 I 3-8-8 6-8-4 3-9-15 3-9-8 1-6-0 1-10-4 2-4-0 5x6= 5x6= 1 19 20 2 21 21x4 3 6 r1 5x6La i $ 'T 4 a) 3x4 c5 o I 2x4n lAi ��. .a.�n.� 22 7 cn — 15 . 13 ,L 10 `a \8 14 4x8= 9 — 4x6 ii 2x4 ii 4x8= 2x4 ii 4x6= 6x8= 3x4= I 3-6-12 I 10-6-8 17-10-8 119-6-4121-4-8I 3-6-12 6-11-12 7-4-0 11-7-1211-10-41 Scale=1:65.9 Plate Offsets(X,Y): [2:0-3-0,0-2-0],[4:0-2-12,0-3-0],[7:Edge,0-0-14],[11:0-2-8.0-2-0].[12:0-2-4,0-2-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.16 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.28 11-12 >914 180 BCLL 0.0* Rep Stress Incr YES WB 0.82 Horz(CT) 0.07 7 n/a rota BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 166 lb FT=20% LUMBER 1) Wind:ASCE 7-10;VuIt=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2*Except*13-3,5-10:2x4 SP No.3 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*15-1:2x4 SP No.2 exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, WEDGE Right:2x4 SP No.3 Interior(1)3-1-12 to 3-8-8,Exterior(2)3-8-8 to 6-8-8, BRACING Interior(1)6-8-8 to 23-8-8 zone;cantilever left and right TOP CHORD Structural wood sheathing directly applied or exposed;end vertical left and right exposed;C-C for 3-8-1 oc purlins, except end verticals,and members and forces&MWFRS for reactions shown; 2-0-0 oc purlins(6-0-0 max.):1-2. Lumber DOL=1.60 plate grip DOL=1.60 BOT CHORD Rigid ceiling directly applied or 9-9-4 oc 2) Provide adequate drainage to prevent water ponding. bracing. 3) Plates checked for a plus or minus 5 degree rotation WEBS T-Brace: 2x4 SP No.3-1-15,2-14, about its center. 2-12 4) This truss has been designed for a 10.0 psf bottom Fasten(2X) T and I braces to narrow edge chord live load nonconcurrent with any other live loads. of web with 10d(0.131'x3")nails,6in 5) *This truss has been designed for a live load of 20.Opsf o.c.,with Sin minimum end distance. on the bottom chord in all areas where a rectangle Brace must cover 90%of web length. 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and anymembers. REACTIONS (lb/size) 7=812/0-5-8,15=672/Mechanical Bearings Max Horiz 15=-507(LC 10) 6) are assumed to be:,Joint 7 SP No.2 crushing Max Uplift 7=-438(LC 13),15=-377(LC 13) Refr capacityo o 565 psi. 7) Refer to girder(s)for truss to truss connections. FORCES (Ib)-Maximum Compression/Maximum 8) Provide mechanical connection(by others)of truss to Tension bearing plate capable of withstanding 377 lb uplift at TOP CHORD 1-15=-664/463,1-19=-324/297, joint 15 and 438 lb uplift at joint 7. 19-20=-324/297,2-20=-324/297, 9) Graphical purlin representation does not depict the size 2-21=-885/634,3-21=-976/623, or the orientation of the purlin along the top and/or 34=-922/440,4-5=-2248/1047, bottom chord. 5-6=-2101/921,6-22=-946/440, 10)Warning:Additional permanent and stability bracing for 7-22=-957/435,7-8=0/56 truss system(not part of this component design)is BOT CHORD 14-15=-325/540,13-14=-2/20,12-13=0/96, always required. 3-12=-325/359,11-12=-351/1131, LOAD CASE(S) Standard 10-11=-36/76,5-11=-162/176,9-10=-75/136, 7-9=-288/799 WEBS 1-14=-462/630,2-14=-563/459, 12-14=-129/359,2-12=-588/875, 6-11=-424/1070,6-9=-616/256, Joaquin Velez PE No.68182 9-11=-256/796,4-12=-415/293, MiTek USA,Inc.FL Cert 6634 4-11=490/1063 6904 Parke East Blvd.Tampa FL 33610 NOTES Date: October 3,2019 u WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.1003/2015 BEFORE USE. NI Design valid for use only with Mitek®connectors,This design is based only upon parameters shown,and is tor an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see*NS/TP11 Quality Criteria,D3849 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 001 " T18279129 T5G Roof Special 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:05 Page:1 ID:eOZw?W M VGP5zUPi1 HwOUYOyfIS6-ZuW MVBSwGsb_nyxRmRFNnd5x40u W m?f?LmRj8kyX6Gj 21-4-8 11-8-811-8-8 6-1-8 10-4-12 � 14-2-12 [ 18-0-4 19-6-4 [23-8-8 4-5-0 4-3-4 3-9-15 3-9-8 1-6-01-10-4 2-4-0 4x6= 5x8= 1 2 .\ ,�� 3x10. 21 3 126 2x4 u :.4 1* u) v x6. t? 5 3x4 2x4 ii:r ami:,.. 22 17 ;—= --=' 140 11 !,s44M,•�8 -\9 Ti — 16 23 15 4x8= 10 4x6 ii 4x6= 2x4 n 2x4 ii 4x6= 4x8= 3x10= 3irT-4-8 -6-12 6-1-8 10-6-8 17-10-8 i 19-6-4 1-6-12 4-6-12 4-5-0 7-4-0 1-7-12 Scale=1:74.4 1-10-4 Plate Offsets(X,Y): [5:0-2-12,0-3-0],[8:Edge,0-0-14],[12:0-2-8,0-2-0],[13:0-2-12,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.27 12-13 >936 180 BCLL 0.0* Rep Stress lncr YES WB 0.90 Horz(CT) 0.07 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 187 lb FT=20% LUMBER WEBS 1-16=-457/617,2-16=-235/288, TOP CHORD 2x4 SP No.2 3-16=-585/470,3-13=-400/712,3-15=-63/81, BOT CHORD 2x4 SP No.2*Except*14-4,6-11:2x4 SP No.3 13-15=-35/542,5-13=-453/332, WEBS 2x4 SP No.3*Except*17-1:2x4 SP DSS 5-12=-454/1036,7-12=406/1064, WEDGE Right:2x4 SP No.3 7-10=-618/251,10-12=-248/798 BRACING NOTES TOP CHORD Structural wood sheathing directly applied or 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) 3-8-11 oc puriins, except end verticals,and Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; 2-0-0 oc puriins(6-0-0 max.):1-2. Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc exterior zone and C-C Exterior(2)0-1-12 to 4-8-8, bracing, Except: Interior(1)4-8-8 to 23-8-8 zone;cantilever left and right 9-2-0 oc bracing:16-17 exposed;end vertical left and right exposed;C-C for 6-0-0 oc bracing:14-15. members and forces&MWFRS for reactions shown; WEBS T-Brace: 2x4 SP No.3-1-17,2-16, Lumber DOL=1.60 plate grip DOL=1.60 3-16 2) Provide adequate drainage to prevent water ponding. Fasten(2X) T and I braces to narrow edge 3) Plates checked for a plus or minus 5 degree rotation of web with 10d(0.131"x3")nails,6in about its center. o.c.,with 3in minimum end distance. 4) This truss has been designed for a 10.0 psf bottom Brace must cover 90%of web length. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 8=812/0-5-8,17=672/Mechanical 5) *This truss has been designed for a live load of 20.0psf Max Horiz 17=-560(LC 10) on the bottom chord in all areas where a rectangle Max Uplift 8=-431 (LC 13),17=-429(LC 13) 3-06-00 tall by 2-00-00 wide will fit between the bottom Maximum Compression/Maximum chord and any other members,with BCDL=5.Opsf. FORCES (Ib)-M Tension6) Bearings are assumed to be:,Joint 8 SP No.2 crushing capacity of 565 psi. TOP CHORD 1-17=-643/505,1-2=-262/264, 2-21=-270/256,3-21=-287/243, 7) Refer to girder(s)for truss to truss connections. 3-4=-898/522,4-5=-914/413, 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at 5-6=-2231/1003,6-7=-2097/892, 7-22=-947/429,8-22=-958/424,8-9=0/56 joint 17 and 431 lb uplift at joint 8. BOT CHORD 16-17=-358/593,16-23=521533, 9) Graphical puriin representation does not depict the size 15-23=-52/533,14-15=-40/5,13-14=0/53, or the orientation of the puriin along the top and/or 4-13=-192/214,12-13=-345/1141, bottom chord. 11-12=-36/76,6-12=-146/158, 10)Warning:Additional permanent and stability bracing for 10-11=-72/135,8-10=-278/799 truss system(not part of this component design)is always required. Joaquin Velez PE No.68182 LOAD CASE(S) Standard Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 __ V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTektE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVIPI1 Quality Cdt.tta.DSS-89 and SCSI SuIding Component 6904 Parke East Blvd. Safety Infonnafonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279130 0801 T5H Roof Special Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:05 Page:1 I D:P IdENh4 W MX W b3TjN EpzJRSyf I RB-154kiXSY 1 AjrO5 W eK8mcJgd600EvU RG9aQBGgAyX6Gi 21-4-8 I 5-3-3 l 10-4-12 j 14-2-8 j 18-0-4 19-4-4 l 23 -8-8 5-3-3 5-1-9 3-9-12 3-9-12 1-4-0 2-0-4 2-4-0 3x4 Ii 1 4x10 2 YE 2x4 ii 3 N 5x6 N q 3x10., 3x10,, I Ciel ■`'icy. 7 _ I ;+i_ " 16 lIII i r r ° 1426 9 272 28 10 ^— - 48 col _ 7x6= 2021 22 1523 24 25 4x6= 929 4x6= 3x4 it NAILED NAILED 4x6 n HTU26 NAILED NAILED 3x6= NAILED NAILED 7x8= 7x10= 4x6= NAILED NAILEDNPAf♦E48 5-3-3l 10-6-8 I 14-2-8 j 17-10-8 19-4-4I j 5-3-3 5-3-5 3-8-0 3-8-0 1-5-12 2-0-4 Scale=1:75.6 Plate Offsets(X,Y): [4:0-3-0,0-3-0],[11:0-7-8,0-3-12],[13:0-2-0,0-3-8],[16:0-3-0,0-4-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.18 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.27 11-12 >946 180 BCLL 0.0* Rep Stress Incr NO WB 1.00 Horz(CT) 0.12 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:360 lb FT=20% LUMBER WEBS 2-16=-2648/1520,2-15=-629/1105, 10)Use Simpson Strong-Tie HTU26(20-10d Girder, TOP CHORD 2x4 SP No.2 13-15=-408/1189,2-13=-1450/2992, 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at BOT CHORD 2x6 SP No.2*Except*14-3:2x4 SP No.3, 4-13=-2236/1085,4-12=-838/1953, 23-3-12 from the left end to connect truss(es)to back 13-11:2x6 SP DSS,5-10:2x4 SP DSS 5-12=-4130/1926,6-11=-2002/4586, face of bottom chord. WEBS 2x4 SP No.3 6-9=-2736/1220,9-11=-1427/3352 11)Fill all nail holes where hanger is in contact with lumber. BRACING NOTES 12)"NAILED"indicates Girder:3-16d(0.162"x 3.5") toe- TOP CHORD Structural wood sheathing directly applied or 1) 2-ply truss to be connected together with 10d nails per NDS guidelines. 3-5-2 oc purlins, except end verticals. (0.131"x3")nails as follows: 13)Warning:Additional permanent and stability bracing for BOT CHORD Rigid ceiling directly applied or 9-4-3 oc Top chords connected as follows:2x4-1 row at 0-9-0 truss system(not part of this component design)is bracing. oc. always required. WEBS T-Brace: 1x4 SPF Stud-1-16, Bottom chords connected as follows:2x6-2 rows LOAD CASE(S) Standard 2-16 staggered at 0-9-0 oc,2x4-1 row at 0-5-0 oc. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Fasten(1X) T and I braces to narrow edge Web connected as follows:2x4-1 row at 0-9-0 oc. Plate Increase=1.25 of web with 8d(0.113"x2.5")nails,6in 2) All loads are considered equally applied to all plies, Uniform Loads(lb/ft) o.c.,with 3in minimum end distance. except if noted as front(F)or back(B)face in the LOAD Vert:1-8=-54,14-16=-10,11-13=-10,10-17=-10 Brace must cover 90%of web length. CASE(S)section.Ply to ply connections have been Concentrated Loads(Ib) REACTIONS (lb/size) 7=2830/0-5-8,16=2635/ provided to distribute only loads noted as(F)or(B), Vert:11=-398(B),20=-398(B),22=-398(B), Mechanical unless otherwise indicated. 23=-398(B),24=-398(B),25=-398(B),26=-398(B), Max Horiz 16=-597(LC 6) 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) 27=-398(B),28=-398(B),29=-398(B) Max Uplift 7=-1349(LC 9),16=-1587(LC 9) Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; FORCES (Ib)-Maximum Compression/Maximum Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) Tension exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate TOP CHORD 1-16=-108/99,1-2=-233/139, grip DOL=1.60 2-3=-3575/1778,3-4=-3599/1661, 4) Plates checked for a plus or minus 5 degree rotation 4-5=-5627/2538,5-6=-9661/4329, about its center. 6-7=-4510/2047,7-8=0/56 5) This truss has been designed for a 10.0 psf bottom BOT CHORD 16-20=-506/1513,20-21=-506/1513, chord live load nonconcurrent with any other live loads. 21-22=-506/1513,15-22=-506/1513, 6) 'This truss has been designed for a live load of 20.0psf 15-23=-108/360,23-24=-108/360, on the bottom chord in all areas where a rectangle 24-25=-108/360,14-25=-108/360, 3-06-00 tall by 2-00-00 wide will fit between the bottom 13-14=-210/553,3-13=-185/271, chord and any other members,with BCDL=5.Opsf. 13-26=-2063/4974,26-27=-2063/4974, 7) Bearings are assumed to be:,Joint 7 SP No.2 crushing 12-27=-2063/4974,12-28=-3970/9068, 11-28=-3972/9073,10-11=-242/542, capacity of 565 psi. 8) Refer to girder(s)for truss to truss connections. 5-11=-1161/2726,9-10=-603/1347, 82 9) Provide mechanical connection(by others)of truss to Joaquin Velez PE 9-29=-1725/3982,7-29=-1725/3982 bearing plate capable of withstanding 1587 lb uplift at Mitek USA,Inc.FLL Cart ert 6634 joint 16 and 1349 lb uplift at joint 7. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AIS-7473 rev.1E0312015 BEFORE USE. 1111 Design valid for use only with MiTeke connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mite& is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Quality Cdterla,DS549 and BCSI lidding Component 6904 Parke East Blvd. i Safely Ydo,malionavailable from Truss Rote Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279131 Oft01 T6 Common 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:06 Page:1 ID:16L8HXgadNb8Xbf5uYq_4NymOMV-W He6wtTAoTri0F5qusHrs2AP?ghpD711p4wpDcyX6Gh 2-2-4 I 5-8-4 I 13-6-125-8-4I 12-2 -4 4x6= 3 1r 9 16 17 3x6 3x6. rcb 15 18 2 4 '5, t",„". r 1 -AI ,,,,iii,.� 5 r0I 8 6 3x10= 3x4= 2x4 ri 2x4 a 3x4= I 2-2-4 I 5-8-4 I 13-6-12 I 2-2-4 I Scale=1:45.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:167 lb FT=20% LUMBER 3) Unbalanced roof live loads have been considered for TOP CHORD 2x4 SP No.2 this design. BOT CHORD 2x4 SP No.2 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) WEBS 2x4 SP No.3 Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; BRACING Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) TOP CHORD Structural wood sheathing directly applied or exterior zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior 6-0-0 oc purlins. (1)3-0-0 to 7-10-8,Exterior(2)7-10-8 to 10-10-8, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Interior(1)10-10-8 to 15-9-0 zone;cantilever left and bracing. right exposed;end vertical left and right exposed;C-C REACTIONS (lb/size) 1=28/0-5-8,5=28/0-5-8, for members and forces&MWFRS for reactions shown; 6=476/0-5-8,8=476/0-4-9 Lumber DOL=1.60 plate grip DOL=1.60 Max Horiz 1=-197(LC 8) 5) Plates checked for a plus or minus 5 degree rotation Max Uplift 1=-91 (LC 10),5=-27(LC 11), about its center. 6=-305(LC 13),8=-348(LC 12) 6) This truss has been designed for a 10.0 psf bottom Max Gray 1=110(LC 9),5=52(LC 13),6=487 chord live load nonconcurrent with any other live loads. (LC 20),8=535(LC 19) 7) •This truss has been designed for a live load of 20.0psf FORCES (Ib)-Maximum Compression/Maximum on the bottom chord in all areas where a rectangle Tension 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD 1-2=-161/155,2-15=-314/153, chord and any other members. 15-16=-264/163,3-16=-261/177, 8) All bearings are assumed to be SP No.2 crushing 3-17=-261/169,17-18=-264/155, capacity of 565 psi. 4-18=-314/144,4-5=-78/65 9) Provide mechanical connection(by others)of truss to BOT CHORD 1-8=-134/141,7-8=-85/105,6-7=-23/55, bearing plate capable of withstanding 91 lb uplift at joint 5-6=-23/55 1,27 lb uplift at joint 5,305 lb uplift at joint 6 and 348 lb WEBS 3-7=-29/106,4-6=-497/349,2-8=-499/388, uplift at joint 8. 2-7=0/145,4-7=-27/169 LOAD CASE(S) Standard NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Web connected as follows:2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD Joaquin Velez PE No.68182 CASE(S)section.Ply to ply connections have been MiTek USA,Inc.FL Cert 6634 provided to distribute only loads noted as(F)or(B), 6904 Parke East Blvd.Tampa FL 33610 unless otherwise indicated. Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not tev' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVIP11 Quality Cdt.da,DS1149 and BCSI lidding Component 6904 Parke East Blvd. Safety Monnalaravailoble from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk • T18279132 0401 T6A Roof Special 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209. Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:07 Page:1 I D:t6XvDOL7F?mR99Pun 1 ZJ_Pyf If2-W He6wtTAoTri0F5q usHrs2AE0gcW D3klp4wpDcyX6Gh 5-1-0 I 9-0-12 I 13-0-8 I 5-1-0 3-11-12 3-11-12 4x6= 2 — — 91;12 plitiop3x4 4x6 3 1 •': v v — ,, v ' to rn !....° 2x4 n 4 o dr co co ui I o-0 10 Ifrr _ ■ 7 M o i 9 0 li I oo— y —.1.L, — 5x6= rio 6 Amcn , 5 — 3x10= VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 2x4 ii 2x4 e LOADS IMPOSED BY SUPPORTS(BEARINGS). 2x4 0-3-8 13-0-8 I I 5-1-0 I 10-4-0 112-9-0 I I 0.3.8 4-9-8 5-3-0 2-5-0 0.3-8 Scale=1:61.7 Plate Offsets(X,Y): [1:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.07 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.11 8-9 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.29 Horz(CT) 0.18 5 n/a n/a BCDL 5.0 ,Code FBC2017/TPI2014 Matrix-MS Weight:101 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2*Except*8-6:2x4 SP No.3 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*11-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, BRACING Interior(1)3-1-12 to 5-1-0,Exterior(2)5-1-0 to 8-1-0, TOP CHORD Structural wood sheathing directly applied or Interior(1)8-1-0 to 12-10-12 zone;cantilever left and 6-0-0 oc purlins, except end verticals. right exposed;end vertical left and right exposed;C-C BOT CHORD Rigid ceiling directly applied or 6-0-0 oc for members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 1x4 SPF Stud-2-9 3) Plates checked for a plus or minus 5 degree rotation Fasten(1X) T and I braces to narrow edge about its center. of web with 8d(0.113"x2.5")nails,6in 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) 'This truss has been designed for a live load of 20.Opsf REACTIONS (lb/size) 5=408/Mechanical,11=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom 11 10) chord and any other members. Max Horiz 1=-401 5=-173 (LC 13),11=-202(LC 13) 6) Bearings are assumed to be:Joint 11 SP No.3 crushing Max Uplift 1 = o Max Gray 5=408(LC 1),11=424(LC 20) Refr capacityo 565 psi. 7) Refer to girder(s)for truss to truss connections. FORCES (Ib)-Maximum Compression/Maximum 8) Provide mechanical connection(by others)of truss to Tension bearing plate capable of withstanding 173 lb uplift at TOP CHORD 1-12=-375/244,12-13=-354/247, joint 5 and 202 lb uplift at joint 11. 2-13=-350/258,2-14=-372/288, 9) Warning:Additional permanent and stability bracing for 3-14=-390/271,3-4=-188/142, truss system(not part of this component design)is 10-11=-514/313,1-10=-448/275, always required. 5-7=-440/256,4-7=-196/133 LOAD CASE(S) Standard BOT CHORD 9-10=-379/402,8-9=-210/325,7-8=-200/331, 6-8=0/17,5-6=-30/8 WEBS 2-9=-147/192,3-7=-379/251,1-9=-171/302, 3-9=-237/228 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 NOM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quality Criteria,DSB-$9 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovoiloble from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T T18279133 0801 T6B Roof Special 3 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:07 Page:1 I D:pD7E3G9jnOtarrmOP NootFyf If H-_TCU7DUoZnzZePgOSZp4OFjOPEzTyW eS2kgN13yX6Gg 5-1-0 9-0-12 13-0-8 5-1-0 I 3-11-12 I 3-11-12 4x6= 22 2 g12 A 10354., 9 11 4x6 3 1 12 v II] ju1 m in 4 ao o N 7 Ie —, 5 — I 4x6= 6 oQ 3x6= - 3x10= VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). 0-II 8 5-1-0 I 13-0-8 0-3-8 4-9-8 7-11-8 Scale=1:55.3 Plate Offsets(X,Y): [1:Edge,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.15 5-6 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.31 Horz(CT) 0.17 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:95 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*8-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, BRACING Interior(1)3-1-12 to 5-1-0,Exterior(2)5-1-0 to 8-1-0, TOP CHORD Structural wood sheathing directly applied or Interior(1)8-1-0 to 12-10-12 zone;cantilever left and 6-0-0 oc purlins, except end verticals. right exposed;end vertical left and right exposed;C-C BOT CHORD Rigid ceiling directly applied or 9-4-6 oc for members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 1x4 SPF Stud-2-6 3) Plates checked for a plus or minus 5 degree rotation Fasten(1 X) T and I braces to narrow edge about its center. of web with 8d(0.113"x2.5")nails,6in 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) *This truss has been designed for a live load of 20.0psf REACTIONS (lb/size) 5=408/Mechanical,8=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Horiz 8=-389(LC 10) chord and any other members. Max Uplift 5=-172(LC 13),8=203(LC 13) 6) Bearings are assumed to be:Joint 8 SP No.3 crushing capacity of 565 psi. Max Gray 5=408(LC 1),8=423(LC 20) 7) Refer to girder(s)for truss to truss connections. FORCES (Ib)-Maximum Compression/Maximum 8) Provide mechanical connection(by others)of truss to Tension bearing plate capable of withstanding 172 lb uplift at TOP CHORD 1-9=-370/242,9-10=-349/246, joint 5 and 203 lb uplift at joint 8. 2-10=-345/257,2-11=-369/290, 9) Warning:Additional permanent and stability bracing for 3-11=-387/273,3-12=-153/156, truss system(not part of this component design)is 4-12=-182/145,7-8=-512/310,1-7=-452/277, always required. 4-5=-195/144 LOAD CASE(S) Standard BOT CHORD 6-7=-336/369,5-6=-174/285 WEBS 2-6=-150/191,1-6=-168/301,3-6=-233/231, 3-5=-390/225 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 ri iparametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. A WARNING-Ve tydesgn Design valid for use only with Milek(ar connectors.This design is based only upon parameters shown,and is for an individual building component,not Nut ! a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSVfpli Quality CAtsda,DS149 and SCSI Balding Componont 6904 Parke East Blvd. Safely YMonnatbnavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss 1 Truss Type Qty Ply Melnyk 0801 T6C Common 1 1 718279134 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:08 Page:1 ID:P5NFIcjW V 1 DgvARvk6d7tRyflfs-SgmsLZV RK45QFZFC7GKJxTFiRdl_hyibGOP W HVyX6Gf 5-1-0 I 9-0-12 I 13 -0-8 I 5-1 -0 3-11-12 3-11-12 4x6= 2 g12 6 9N41 8 4x6 s 4? cn 4 m T °o N O f7 7 r — 5 2x4 ii 6 12 13 3x6. 3x10. 5-1-0 I 13-0-8 5-1-0 7-11-8 Scale=1:58.9 Plate Offsets(X,Y): [1:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 5-6 >880 180 BCLL 0.0' Rep Stress Incr YES WB 0.38 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight: 101 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*7-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)5-1-1 to 8-1-1,Interior BRACING (1)8-1-1 to 10-0-5,Exterior(2)10-0-5 to 13-0-5,Interior TOP CHORD Structural wood sheathing directly applied or (1)13-0-5 to 17-10-1 zone;cantilever left and right 6-0-0 oc purlins, except end verticals. exposed;end vertical left and right exposed;C-C for BOT CHORD Rigid ceiling directly applied or 10-0-0 oc members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 2x4 SP No.3-2-6 3) Plates checked for a plus or minus 5 degree rotation Fasten(2X) T and I braces to narrow edge about its center. of web with 10d(0.131'x3')nails,6in 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) *This truss has been designed for a live load of 20.Opsf REACTIONS (lb/size) 5=408/Mechanical,7=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Horiz 7=-396(LC 10) chord and any other members,with BCDL=5.0psf. Max Uplift 3 (LC 13), (LC 13) 6) Refer to girder(s)for truss to truss connections. Max Graypli5=-1735= ((L 1 )7 7=-203(LCL 20) 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 203 lb uplift at FORCES (Ib)-Maximum Compression/Maximum joint 7 and 173 lb uplift at joint 5. Tension 8) Warning:Additional permanent and stability bracing for TOP CHORD 1-8=-338/224,8-9=-317/228,2-9=-313/239, truss system(not part of this component design)is 2-10=-339/273,3-10=-356/256, always required. 3-11=-165/181,4-11=-194/171, LOAD CASE(S) Standard 1-7=-484/307,4-5=-203/160 BOT CHORD 6-7=-320/340,6-12=-171/269, 12-13=-171/269,5-13=-171/269 WEBS 2-6=-129/152,1-6=-158/320,3-6=-227/223, 3-5=-382/225 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Ml Design valid for use only with MiTekfai connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,seeANSVTPII Quality Cilteda.03549 and SCSI Building Component 6904 Parke East Blvd. Saf.ty lnfonnalionovailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 718279135 0801 T6D Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Pent:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:08 Page:1 I D:PgsgkoV rV p4ENYdeE 1 g7hsyf Ig7-SgmsLZV RK450FZFC?GKJxTFiRdl_hyibGOPwH VyX6Gf 5-1-0 I 9-0-12 13-0-8 5-1-0 3-11-12 3-11-12 4x6= 2 12 9r r_i 9h 1 2x4e 4 m ao _o 7 ,-.msms5 — 2x4 u 6 12 13 3x6= 3x10= 5-1-0 I 13-0-8 5-1-0 7-11-8 Scale=1:58.9 Plate Offsets(X,Y): [1:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 5-6 >880 180 BCLL 0.0* Rep Stress lncr YES WB 0.38 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:101 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*7-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)5-1-1 to 8-1-1,Interior BRACING (1)8-1-1 to 10-0-5,Exterior(2)10-0-5 to 13-0-5,Interior TOP CHORD Structural wood sheathing directly applied or (1)13-0-5 to 17-10-1 zone;cantilever left and right 6-0-0 oc purlins, except end verticals. exposed;end vertical left and right exposed;C-C for BOT CHORD Rigid ceiling directly applied or 10-0-0 oc members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 2x4 SP No.3-2-6 3) Plates checked for a plus or minus 5 degree rotation Fasten(2X) T and I braces to narrow edge about its center. of web with 10d(0.131"x3")nails,6in 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) *This truss has been designed for a live load of 20.0psf REACTIONS (Ib/size) 5=408/Mechanical,7=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Horiz 7=-396(LC 10) chord and any other members,with BCDL=5.0psf. 6) Refer to girder(s)for truss to truss connections. Max Uplift 5=-173(LC 13),7=-203(LC 13) 7) Provide mechanical connection(by others)of truss to Max Gray 5=453(LC 19),7=446(LC 20) bearing plate capable of withstanding 203 lb uplift at FORCES (lb)-Maximum Compression/Maximum joint 7 and 173 lb uplift at joint 5. Tension 8) Warning:Additional permanent and stability bracing for TOP CHORD 1-8=-338/224,8-9=-317/228,2-9=-313/239, truss system(not part of this component design)is 2-10=-339/273,3-10=-356/256, always required. 3-11=-165/181,4-11=-194/171, LOAD CASE(S) Standard 1-7=-484/307,4-5=-203/160 BOT CHORD 6-7=-320/340,6-12=-171/269, 12-13=-171/269,5-13=-171/269 WEBS 2-6=-129/152,1-6=-158/320,3-6=-227/223, 3-5=-382/225 NOTES 1) Unbalanced root live loads have been considered for this design. Joaquin Velez PE No.88182 Mitek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not o truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MN** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems.seeAN$IJIPII Qualify Cdt.da,D5549 and ICSI Bolding Component 6904 Parke East Blvd. Safety Itdatmatlanavailable from Truss Rote Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279136 0801 T6E Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:10 Page:1 ID:ZW H8xFnnxABOLknLwDHgxvyfliL-02tdIEW hsiL8VtPb7hMn0uL2xR_R9sCukiu 1 MNyX6Gd 5-1-0 I 9-0-12 I 13-0-8 5-1-0 3-11-12 3-11-12 4x6= 2 12 9E 9 N 144 11 01 ao ao u1 r%7 7 =imiNENNIMM,— — 2x4 u 6 12 13 3x6= 3x10= 5-1-0 I 13-0-8 5-1-0 7-11-8 Scale=1:58.9 Plate Offsets(X,Y): [1:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 5-6 >880 180 BCLL 0.0* Rep Stress lncr YES WB 0.38 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight: 101 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.opsf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3`Except*7-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)5-1-1 to 8-1-1,Interior BRACING (1)8-1-1 to 10-0-5,Exterior(2)10-0-5 to 13-0-5,Interior TOP CHORD Structural wood sheathing directly applied or (1)13-0-5 to 17-10-1 zone;cantilever left and right 6-0-0 oc purlins, except end verticals. exposed;end vertical left and right exposed;C-C for BOT CHORD Rigid ceiling directly applied or 10-0-0 oc members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 2x4 SP No.3-2-6 3) Plates checked for a plus or minus 5 degree rotation Fasten(2X) T and I braces to narrow edge about its center. of web with 10d(0.131"x3")nails,bin 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) *This truss has been designed for a live load of 20.0psf REACTIONS (lb/size) 5=408/Mechanical,7=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Horiz 7=-396(LC 8) chord and any other members,with BCDL=5.0psf. Max Uplift 7=-196(LC 813),7=-203(LC 13) 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to Max Gray 5=453(LC 19),7=446(LC 20) bearing plate capable of withstanding 203 lb uplift at FORCES (Ib)-Maximum Compression/Maximum joint 7 and 173 lb uplift at joint 5. Tension 8) Warning:Additional permanent and stability bracing for TOP CHORD 1-8=-338/224,8-9=-317/228,2-9=-313/239, truss system(not part of this component design)is 2-10=-339/273,3-10=-356/256, always required. 3-11=-165/181,4-11=-194/171, LOAD CASE(S) Standard 1-7=-484/307,4-5=-203/160 BOT CHORD 6-7=-320/340,6-12=-171/269, 12-13=-171/269,5-13=-171/269 WEBS 2-6=-129/152,1-6=-158/320,3-6=-227/223, 3-5=-382/225 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/732015 BEFORE USE. imu' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1. building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS/TPll Quality Criteria,DSB89 and BCD Bolding Component 6904 Parke East Blvd. Safety b fomlaI onovailable from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk Of101 * T6F Common 1 1 718279137 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:11 Page:1 ID:8xb01DlufFppUG2mF4j7JHyfliO-sFR?zaXJc?T?60znhPtOZ5tDhrJguJS1 yMeaugyX6Gc I 5-1-0 I 9-0-12 I 13-0-8 I 5-1-0 3-11-12 3-11-12 4x6= 2 — 12 9r a 9 3"*.8 10 4x6 s 1 11 v CO 2x4 n 4 m co ilt o m O c,1 ii4IAdi _ 5 — 2x4 n 6 12 13 3x6= 3x10= 5-1-0 I 13-0-8 5-1-0 7-11-8 Scale=1:58.9 Plate Offsets(X,Y): (1:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 5-6 >880 180 BCLL 0.0* Rep Stress Incr YES WB 0.38 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:101 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*7-1,5-4:2x4 SP No.2 exterior zone and C-C Exterior(2)5-1-1 to 8-1-1,Interior BRACING (1)8-1-1 to 10-0-5,Exterior(2)10-0-5 to 13-0-5,Interior TOP CHORD Structural wood sheathing directly applied or (1)13-0-5 to 17-10-1 zone;cantilever left and right 6-0-0 oc purlins, except end verticals. exposed;end vertical left and right exposed;C-C for BOT CHORD Rigid ceiling directly applied or 10-0-0 oc members and forces&MWFRS for reactions shown; bracing. Lumber DOL=1.60 plate grip DOL=1.60 WEBS T-Brace: 2x4 SP No.3-2-6 3) Plates checked for a plus or minus 5 degree rotation Fasten(2X) T and I braces to narrow edge about its center. of web with 1 Od(0.131"1Cd")nails,6in 4) This truss has been designed for a 10.0 psf bottom o.c.,with Sin minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 5) *This truss has been designed for a live load of 20.Opsf REACTIONS (lb/size) 5=408/Mechanical,7=408/ on the bottom chord in all areas where a rectangle Mechanical 3-06-00 tall by 2-00-00 wide will fit between the bottom (LC396 8) chord and any other members,with BCDL=5.0psf. Max Horiz 7=Mechanical Max Uplift 7=-196(LC 813),7=-203(LC 13) 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to Max Gray 5=453(LC 19),7=446(LC 20) bearing plate capable of withstanding 203 lb uplift at FORCES (Ib)-Maximum Compression/Maximum joint 7 and 173 lb uplift at joint 5. Tension 8) Warning:Additional permanent and stability bracing for TOP CHORD 1-8=-338/224,8-9=-317/228,2-9=-313/239, truss system(not part of this component design)is 2-10=-339/273,3-10=-356/256, always required. 3-11=-165/181,4-11=-194/171, LOAD CASE(S) Standard 1-7=-484/307,4-5=-203/160 BOT CHORD 6-7=-320/340,6-12=-171/269, 12-13=-171/269,5-13=-171/269 WEBS 2-6=-129/152,1-6=-158/320,3-6=-227/223, 3-5=-382/225 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTP11 Quality Criteria.DSS-119 and ICA Building Compon.nt 6904 Parke East Blvd. Safely Mormaaargvailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279138 0801 T6G Half Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:11 Page:1 I D:ozo7F W hmgjA W N V9pSX7ycDyf l iT-sF R?zaXJc?T?60znh Pt0Z5t8TrDZu FW 1 yMeaugyX6Gc 3-1-8 I 7-11-4 I 13-0-8 3-1-8 4-9-12 5-1-4 12 4x6= 3x4= 4x6 ii 2 8 3 9 4 T ;•••••••••001trml.m• ■ — Tl N L.0 N 0 •-• n ,_CD CO ■ _ I. 7 ,■ —= r 5 — 4x6 u 6 10 11 7x6= 3x10= 3-3-4 I 13-0-8 I 3-3-4 9-9-4 Scale=1:62.2 Plate Offsets(X,Y): [1:0-3-0,0-1-8],[4:Edge,0-3-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.40 5-6 >386 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.52 5-6 >296 180 BCLL 0.0' Rep Stress Incr YES WB 0.64 Horz(CT) -0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:125 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*4-5:2x4 SP DSS, exterior zone and C-C Exterior(2)16-9-4 to 23-11-15, 7-1:2x4 SP No.2 Interior(1)23-11-15 to 29-6-4 zone;cantilever left and BRACING right exposed;end vertical left and right exposed;C-C TOP CHORD Structural wood sheathing directly applied or for members and forces&MWFRS for reactions shown; 6-0-0 oc purlins, except end verticals,and Lumber DOL=1.60 plate grip DOL=1.60 2-0-0 oc purlins(6-0-0 max.):2-4. 3) Provide adequate drainage to prevent water ponding. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 4) Plates checked for a plus or minus 5 degree rotation bracing. about its center. WEBS T-Brace: 2x4 SP No.3-4-5,2-6, 5) This truss has been designed for a 10.0 psf bottom 3-6,3-5,1-7 chord live load nonconcurrent with any other live loads. Fasten(2X) T and I braces to narrow edge 6) 'This truss has been designed for a live load of 20.0psf of web with tOd(0.131"x3")nails,6in on the bottom chord in all areas where a rectangle o.c.,with Sin minimum end distance. 3-06-00 tall by 2-00-00 wide will fit between the bottom Brace must cover 90%of web length. chord and any other members,with BCDL=5.0psf. REACTIONS (lb/size) 5=408/Mechanical,7=408/ 7) Refer to girder(s)for truss to truss connections. Mechanical 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 430 lb uplift at Max Horiz 7=491 (LC 9) joint 5 and 296 lb uplift at joint 7. Max Uplift 5=-430(LC 9),7=-296(LC 8) 9) Graphical purlin representation does not depict the size Max Gray 5=448(LC 2),7=468(LC 22) or the orientation of the purlin along the top and/or FORCES (Ib)-Maximum Compression/Maximum bottom chord. Tension 10)Warning:Additional permanent and stability bracing for TOP CHORD 1-2=-218/210,2-8=-171/210,3-8=-171/210, truss system(not part of this component design)is 3-9=-226/243,4-9=-226/243,4-5=-110/120, always required. 1-7=-540/457 LOAD CASE(S) Standard BOT CHORD 6-7=-582/543,6-10=-389/388, 10-11=-389/388,5-11=-389/388 WEBS 2-6=-149/217,3-6=-251/255,3-5=-503/558, 1-6=-411/495 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mi. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVlPII Quality Cd*efa.D31149 and BCSI I Ming Component 6904 Parke East BNd. Safety Illfomlafonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279139 0801 T7 Common 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:12 Page:1 I D:RUtj2hOTOCzb2FbisX3Huymoah-KR?NAwYxNJbskAY_E6OF5JOH W Fh6dobBBON80GyX6Gb 6-9-8 13-5-4 13I- 0 16 7-0 6-9-8 I 6-7-12 0-1-12 3-0-0 4x6= 12 2 4r 8 s 10 74 74, M 1 3 dt , 0111111111111111111111111111111111111111111111111111111111111111111111111111111111ftr- ---11111114— 4 0 7 �� 5 3x6 a 3x10= 3x6° 6-9-8 I 13-7-0 6-9-8 6-9-8 Scale=1:35.4 Plate Offsets(X,Y): [1:0-2-8,0-3-0],[3:0-2-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.07 5-6 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:76 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3'Except*7-1,5-3:2x4 SP No.2 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bearing plate capable of withstanding 219 lb uplift at bracing. joint 7 and 433 lb uplift at joint 5. REACTIONS (lb/size) 5=615/0-5-8,7=405/0-5-8 LOAD CASE(S) Standard Max Horiz 7=-78(LC 8) Max Uplift 5=-433(LC 9),7=-219(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-438/259,8-9=-382/260,2-9=-376/269, 2-10=-382/261,3-10=-445/254,3-4=0/54, 1-7=-374/280,3-5=-585/526 BOT CHORD 6-7=-70/166,5-6=-24/113 WEBS 2-6=-97/113,1-6=-158/294,3-6=-221/372 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 6-9-8,Exterior(2)6-9-8 to 9-9-8, Interior(1)9-9-8 to 16-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for • members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSl/TPI1 Quality Cdteda,D55-.19 and ICSI Bolding Component 6904 Parke East Blvd. Safety Ydormadonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279140 0801 T7A Common 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 Mitek Industries,Inc.Thu Oct 03 13:37:12 Page:1 I D:aM4fpTp l6SSYoaOW HyjPh?ymOaX-KR?NAwYxNJbskAY_E6OF5JQH W Fh6dobBBON80GyX6Gb 6-9-8 13-5-4 13II 0 16-7-0 6-9-8 I 6-7-12 0-1-12 3-0-0 4x6= 12 2 4 I- 8 9 10 7x6 z 7x; 1 3 V 4 4 0 IaarMENI 7 5 6 3x6 n 3x10= 3x6 0-2-0 6-9-8 I 13-7-0 0-2-0 6-7-8 6-9-8 Scale=1:36.7 Plate Offsets(X,Y): [1:0-2-8,0-3-0],[3:0-2-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.07 5-6 >999 180 BCLL 0.0' Rep Stress Ind YES WB 0.20 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:76 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*7-1,5-3:2x4 SP No.2 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bearing plate capable of withstanding 219 lb uplift at bracing. joint 7 and 433 lb uplift at joint 5. REACTIONS (lb/size) 5=615/0-5-8,7=405/0-3-8 LOAD CASE(S) Standard Max Horiz 7=-78(LC 8) Max Uplift 5=-433(LC 9),7=-219(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-438/259,8-9=-382/260,2-9=-376/269, 2-10=-382/261,3-10=-445/254,3-4=0/54, 1-7=-374/280,3-5=-585/526 BOT CHORD 6-7=-70/166,5-6=-24/113 WEBS 2-6=-97/113,3-6=-221/372,1-6=-158/294 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.Opsf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, Interior(1)3-1-12 to 6-9-8,Exterior(2)6-9-8 to 9-9-8, Interior(1)9-9-8 to 16-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSUTPII QualNy CANAa,DSl l9 and ICS1 BuId1p Compon.nt 6904 Parke East Blvd. Sai1Ny Ydomrallonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279141 0801 776 Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:13 Page:1 I D:EOHmmml9HwgGip7YV P7E_yymOac-odZIOGZZ8djjM K7AogvUeW zS Fe1 OM G5KOg7hyiyX6Ga -3-0-0 12 1 3-0-0 0-i-12 6-7-12 6-7-12 3� 6-9-8 13-5-4 � -0 012 3-0-0 4x6= 12 3 4� 9 10 5x6 5x6, co 2 4 ci 14/ 0 1 5 N 8 2 6 7 3x6 a 3x10= 3x6 6-9-8 I 3-6-9-8 6-9-8 Scale=1:35.4 Plate Offsets(X,Y): [2:0-3-0,0-1-12],[4:0-3-0,0-1-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.04 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:80 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3'Except*8-2,6-4:2x4 SP No.2 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 428 lb uplift at bracing. joint 8 and 428 lb uplift at joint 6. REACTIONS (lb/size) 6=595/0-5-8,8=595/0-5-8 LOAD CASE(S) Standard Max Horiz 8=31 (LC 11) Max Uplift 6=-428(LC 9),8=-428(LC 8) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/54,2-9=-406/202,3-9=-341/217, 3-10=-341/217,4-10=-406/202,4-5=0/54, 2-8=-566/519,4-6=-566/519 BOT CHORD 7-8=-77/192,6-7=-26/116 WEBS 3-7=-93/102,2-7=-202/328,4-7=-203/328 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-3-0-0 to 0-1-12, Interior(1)0-1-12 to 6-9-8,Exterior(2)6-9-8 to 9-9-8, Interior(1)9-9-8 to 16-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 D Cdhna,DS$49 and ICII Bolding Component 6904 Parke East BNd. Safety Ydolmalbnovailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801T18279142 T7C Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:13 Page:1 I D:7ia8klD?LbdtGf 1 sjOp8 W zym0a0-odZIOGZZ8djjMK7AogvUe W zU 1 e4yME9K0g7hyiyX6Ga 5-0-0 I 8-7-0 I 13-5-4 13 0 16-7-0 5-0-0 3 7-0 4-10-4 0-]-12 3-0-0 4x8= 4x6= 12 4E 2 1?gi 3 IIMI n 3x6 7x6, 0 1 4 ..a.0 \ C1 9 5 9 ot — 9 _Qg 111 i -- 6 p9 8 11 7 3x6 a 3x4. 3x10= 3x10 a 0-n-08-5-4 1 -0 4-11112 I 3-3-8 I 5-1-122I 0-2-0 Scale=1:40.7 Plate Offsets(X,Y): [2:0-5-4,0-2-0],[4:0-2-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.03 7-8 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.31 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:91 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x6 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3`Except*9-1,6-4:2x4 SP DSS chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(6-0-0 max.):2-3. bearing plate capable of withstanding 490 lb uplift at BOT CHORD Rigid ceiling directly applied or 6-0-0 oc joint 9 and 700 lb uplift at joint 6. bracing. 9) Graphical puffin representation does not depict the size REACTIONS (lb/size) 6=691/0-5-8,9=511/0-3-8 or the orientation of the purlin along the top and/or bottom chord. Max Horiz 9=-84(LC 30) Max Uplift 6=700(LC 5),9=-490(LC 4) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)222 FORCES (Ib)-Maximum Compression/Maximum lb down and 166 lb up at 5-0-0,and 39 lb down and 73 Tension lb up at 6-6-4,and 378 lb down and 294 lb up at 8-7-0 TOP CHORD 1-2=-619/656,2-10=-487/623, on top chord,and 98 lb down and 156 lb up at 5-0-0, 3-10=-487/623,3-4=-576/643,4-5=0/54, and 42 lb down and 46 lb up at 6-6-4,and 44 lb down 1-9=-479/495,4-6=-665/711 and 46 lb up at 8-6-4 on bottom chord. The design/ BOT CHORD 8-9=-7/62,8-11=-536/543,7-11=-536/543, selection of such connection device(s)is the 6-7=-53/94 responsibility of others. WEBS 2-8=-93/109,2-7=-178/115,3-7=-161/139, 11)In the LOAD CASE(S)section,loads applied to the face 4-7=-589/567,1-8=-573/518 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:1-2=-54,2-3=-54,3-4=-54,4-5=-54,6-9=-10 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(Ib) exterior zone;cantilever left and right exposed;end Vert:2=-94(B),3=-5(B),8=-34(B),7=-14(B), vertical left and right exposed;Lumber DOL=1.60 plate 10=-20(B),11=-14(B) grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0psf bottom Joaquin USA,Inc. No.68182Cert g MiTek I .FL Cert 6634 chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSl/RII Qualify Cdteda,DS11-$9 and RICSI Bidding Component 6904 Parke East Blvd. Sally tldonnaMorlovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312.Alezandrio,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply Melnyk t T18279143 0801 T7D Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:14 Page:1 ID:M_gOmSkzDplmwGg7kw4DmlymOZL-Hp78bcZBvwrazUiMMXRjBkVfn2QK5hYUfKsEV9yX6GZ 0-1 12 5-0-0 8-7-0 3-0-0 0-1-12 4-10-4 I 3-7-0 I 4310-4 03112 3 0 0 NAILED 4x8= 4x6= 12 4r 3 1 4 r mil 7x6 s 7x6> 2 5 o 0 1 6 ossarssa cn _ N 10 f 7 9 12 8rtm 3x10 a 3x4= 3x10= 3x10 e NAILED 5-1-12 8-5-4 13-7-0 I 5-1-12 I 3-3-8 I 5-1-12 I Scale=1:41.6 Plate Offsets(X,Y): [2:0-2-8,Edge],[3:0-5-4,0-2-0],[5:0-2-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.03 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.02 8-9 >999 180 BCLL 0.0* ' Rep Stress Incr NO WB 0.30 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:96 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x6 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3*Except*10-2,7-5:2x4 SP No.2 chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins, except end verticals,and 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(6-0-0 max.):3-4. bearing plate capable of withstanding 690 lb uplift at BOT CHORD Rigid ceiling directly applied or 6-0-0 oc joint 10 and 687 lb uplift at joint 7. bracing. 9) Graphical puffin representation does not depict the size REACTIONS (lb/size) 7=630/0-5-8,10=632/0-5-8 or the orientation of the puffin along the top and/or Max Horiz 10=37(LC 7) bottom chord. Max Uplift 7=-687(LC 5),10=-690(LC 4) 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails per NDS guidelines. FORCES (lb)-Maximum Compression/Maximum 11)Hanger(s)or other connection device(s)shall be Tension provided sufficient to support concentrated load(s)378 TOP CHORD 1-2=0/54,2-3=-598/616,3-11=-528/594, lb down and 294 lb up at 5-0-0,and 378 lb down and 4-11=-528/594,4-5=-595/607,5-6=0/54, 294 lb up at 8-7-0 on top chord,and 44 lb down and 46 2-10=-608/704,5-7=-605/699 lb up at 5-0-0,and 44 lb down and 46 lb up at 8-6-4 on BOT CHORD 9-10=-52/98,9-12=-492/583,8-12=-492/583, bottom chord. The design/selection of such connection 7-8=-52/87 device(s)is the responsibility of others. WEBS 3-9=-117/137,3-8=-23/27,4-8=-127/145, 12)In the LOAD CASE(S)section,loads applied to the face 2-9=-571/597,5-8=-562/593 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:1-2=-54,2-3=-54,3-4=-54,4-5=-54,5-6=-54, Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) 7-10=-10 exterior zone;cantilever left and right exposed;end Concentrated Loads(lb) vertical left and right exposed;Lumber DOL=1.60 plate Vert:3=-5(F),4=-5(F),9=-14(F),8=-14(F),11=-20 grip DOL=1.60 (F),12=-14(F) 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 2 5) This truss has been designed for a 10.0 psf bottom Joaquin USA,Inc.n Cert0/ 6634 chord live load nonconcurrent with any other live loads. MiTek East Blvd. ampa 6904 Parke East Tampa FL 33610 Date: October 3,2019 mi A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITE*. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANll/TPI1 Qualfry CdBBda,DS1149 and SCSI Building Component 6904 Parke East Blvd. Safety Ydoonallanavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk t T18279144 0801 T8 Hip Girder 1 1 Job Reference(optional) Gleckler and Sons Building Supplies.Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:15 Page:1 I D:yx26G36PvKxN81 h43w8V W ZymOYs-10h W pyaggE zRbeHZwFyyjx2wdSg9gAydt_co 1 byX6GY -1-0-0 5-0-0 I 7-11-0 I 12-11-0 13-11-0 1-0-0 I 5-0-0 2-11-0 5-0-0 11-0-0 I NAILED 4x8= 4x6= 12 41— 3 13 4 En n Lo cv — 2 Ill111111111111111111111111A w 5 * 1 1� ' r t r `�6 14 8 15 7 j 4x6= 2x4 ii 3x4= 4x6= NAILED NAILED 1-0 5-1-12 I 2-7-8 I5-11 12 I Scale=1:35 Plate Offsets(X,Y): [2:0-3-6,0-0-9],[3:0-5-4,0-2-0],[5:0-3-6,0-0-9] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.09 7-8 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.16 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:61 lb FT=20% LUMBER 6) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x6 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 7) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 4-2-11 oc purlins,except 8) Provide mechanical connection(by others)of truss to 2-0-0 oc purlins(4-6-7 max.):3-4. bearing plate capable of withstanding 532 lb uplift at BOT CHORD Rigid ceiling directly applied or 7-2-4 oc joint 2 and 504 lb uplift at joint 5. bracing. 9) Graphical purlin representation does not depict the size REACTIONS (lb/size) 2=790/0-3-8,5=753/0-3-8 or the orientation of the purlin along the top and/or Max Horiz 2=-45(LC 13) bottomNAchord. Max Uplift 2=-532(LC 4),5=-504(LC 5) 10)"NAILED"indicatesiInGirder:3-10d(0.148"x 3") toe-nails per NDS guidelines. FORCES (Ib)-Maximum Compression/Maximum 11)Hanger(s)or other connection device(s)shall be Tension provided sufficient to support concentrated load(s)184 TOP CHORD 1-2=0/20,2-3=-1790/1134,3-13=-1596/1038, lb down and 225 lb up at 7-11-0 on top chord,and 90 lb 4-13=-1596/1038,4-5=-1697/1067,5-6=0/20 down and 59 lb up at 7-10-4 on bottom chord. The BOT CHORD 2-14=-1034/1667,8-14=-1034/1667, design/selection of such connection device(s)is the 8-15=-1054/1703,7-15=-1054/1703, responsibility of others. 5-7=-960/1578 12)In the LOAD CASE(S)section,loads applied to the face WEBS 3-8=-235/416,3-7=-197/107,4-7=-74/230 of the truss are noted as front(F)or back(B). NOTES LOAD CASE(S) Standard 1) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, this design. Plate Increase=1.25 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:1-3=-54,3-4=-54,4-6=-54,2-5=-10 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(Ib) exterior zone;cantilever lett and right exposed;end Vert:4=-136(F),7=-87(F),13=-56(F),14=-300(F), vertical left and right exposed;Lumber DOL=1.60 plate 15=-32(F) grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property domage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANStJWIl Quality Citt•Aa,DS6-s9 and ICSI Bolding Component 6904 Parke East Blvd. Safely llfotmalollovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Melnyk 0801 T8A Common 1 1 T18279145 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:15 Page:1 ID:7nh r0?1 fKVBDO6Ewig 15H IymOYy-10h W pyaggEzRbeHZwFyyjx2uySg6q B5dt_co 1 byX6GY 2-1 1-0 I 11-0-0 I 6-5-8 16-5-8 11-0 1-0-0 4x6= 12 3 4r 14 15 ao 13 16 rn � N 2 4 c%> 1 v� 5 o � � 6 2x4 n 3x4= 3x4= 6-5-8 I 12-11-0 6-5-8 6-5-8 Scale=1:29.4 Plate Offsets(X,Y): [2:0-2-0,Edge],[4:0-2-O,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.10 6-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:46 lb FT=20% LUMBER 5) 'This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bearing plate capable of withstanding 280 lb uplift at bracing. joint 2 and 280 lb uplift at joint 4. REACTIONS (lb/size) 2=467/0-3-8,4=467/0-3-8 LOAD CASE(S) Standard Max Horiz 2=-56(LC 13) Max Uplift 2=-280(LC 8),4=-280(LC 9) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-13=-780/421,13-14=-735/425, 3-14=-735/432,3-15=-735/432, 15-16=-735/425,4-16=-780/421,4-5=0/17 BOT CHORD 2-6=-322/698,4-6=-322/698 WEBS 3-6=-17/223 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 6-5-8,Exterior(2)6-5-8 to 9-5-8, Interior(1)9-5-8 to 13-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN3I/tP11 Quality Creerla,DS$49 and ICSl Building Component 6904 Parke East Blvd. lately InfonnaIai availoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279146 0801 T8B Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:16 Page:1 ID:7nhr0?1fKVBD06Ewig15HIymOYy-DCEuO1bSRY61DosITyTBG9b2isOLZeLm6dLLZ1 yX6GX 2-1 -1-0-0 6-5-8 1-0 11-0-0 I 6-5-8 16-5-8 111-0 00 4x6 12 3 4 I— i 14 15 N w 13 16 N N 2 4 �7 � A r1� 1 —./. v— 5 0 6 2x4 ii 3x4= 3x4= or 6 6-5-8 I 12-10-10 121-0 0- -6 6-5-2 6-5-2 01-6 Scale=1:30.4 Plate Offsets(X,Y): [2:0-2-0,Edge],[4:0-2-0,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.10 6-12 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:46 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.0psf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. BRACING 6) All bearings are assumed to be SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or capacity of 565 psi. 6-0-0 oc purlins. 7) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bearing plate at joint(s)2,4. bracing. 8) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=467/0-2-12,4=467/0-2-12 bearing plate capable of withstanding 280 lb uplift at Max Horiz 2=-56(LC 13) joint 2 and 280 Ib uplift at joint 4. Max Uplift 2=-280(LC 8),4=-280(LC 9) LOAD CASE(S) Standard FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-13=-780/421,13-14=-735/425, 3-14=-735/432,3-15=-735/432, 15-16=-735/425,4-16=-780/421,4-5=0/17 BOT CHORD 2-6=-322/698,4-6=-322/698 WEBS 3-6=-17/223 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-0-0 to 2-0-0, Interior(1)2-0-0 to 6-5-8,Exterior(2)6-5-8 to 9-5-8, Interior(1)9-5-8 to 13-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Joaquin Velez PE No.68182 chord live load nonconcurrent with any other live loads. MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSVTP11 CYaMY CdMda.0511-119 and SCSI guiding Component 6904 Parke East Blvd. Safety IMonnoNpnavaiiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk t T18279147 0801 T9 Hip 2 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:16 Page:1 ID:RSuV3p89KmxTSbj2CW 1 BKJyIIOX-DCEuOIbSRY61DosITyTBG9b5gs3CZeNm6dLLZ1yX6GX 6-5-2 0-10- 2-10- 3-6-62-0 2 I 4-5-0 I 14-5 02 I 12-0 24 I 16-4-10 12 6x8= 2x4 ie 6x8= sr 3 5 IRI IR 4NZI I5Z1 , S , co _ _ 0 N 18 2 6 19 N of f I • I $ 1 17 10 9 8 20 ,a ,c 4x8= 2x4 s 3x10= 2x4 a 4x8= 1 7 N cl 2 2 12- 3-6-6 2-1-14 I 2-1-14 I 6-5-2 4-3-4 I 10-8-6 4-3 4 I 2-1'0-4 14 I 16-4-10 I Scale=1:39.7 Plate Offsets(X,Y): [3:0-5-12,0-2-0],[5:0-5-12,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.11 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.18 9 >999 180 BCLL 0.0* Rep Stresslncr YES WB 0.08 Horz(CT) -0.20 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:189 lb FT=20% LUMBER 3) Unbalanced roof live loads have been considered for TOP CHORD 2x8 SP DSS'Except*3-5:2x4 SP No.2 this design. BOT CHORD 2x4 SP No.2 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) WEBS 2x4 SP No.3 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; BRACING Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) TOP CHORD Structural wood sheathing directly applied or exterior zone and C-C Exterior(2)-2-10-4 to 0-1-12, 6-0-0 oc purlins,except Interior(1)0-1-12 to 2-6-8,Exterior(2)2-6-8 to 6-11-8, 2-0-0 oc purlins(6-0-0 max.):3-5. Interior(1)6-11-8 to 11-4-8,Exterior(2)11-4-8 to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 15-7-7,Interior(1)15-7-7 to 16-9-4 zone;cantilever left bracing. and right exposed;end vertical left and right REACTIONS (lb/size) 1=639/0-3-8,7=636/0-3-8 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip Max Horiz 7=-127(LC 8) DOL=1.60 Max Uplift 1=-243(LC 12),7=-245(LC 13) 5) Provide adequate drainage to prevent water ponding. FORCES (Ib)-Maximum Compression/Maximum 6) Plates checked for a plus or minus 5 degree rotation Tension about its center. TOP CHORD 1-17=-342/211, 17-18=-263/225, 7) This truss has been designed for a 10.0 psf bottom 2-18=-260/229,2-3=-1489/818, chord live load nonconcurrent with any other live loads. 3-4=-1778/1033,4-5=-1778/1033, 8) 'This truss has been designed for a live load of 20.0psf 5-6=-1415/786,6-19=-258/238, on the bottom chord in all areas where a rectangle 19-20=-259/235,7-20=-340/220 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD 2-10=-654/1445,9-10=-657/1456, chord and any other members. 8-9=-700/1451,6-8=-698/1440 9) All bearings are assumed to be SP DSS crushing WEBS 3-10=-36/169,5-9=-329/440,5-8=-37/169, capacity of 660 psi. 4-9=-247/212,3-9=-329/435 10)Bearing at joint(s)1,7 considers parallel to grain value NOTES using ANSI/TPI 1 angle to grain formula. Building 1) 2-ply truss to be connected together with 10d designer should verify capacity of bearing surface. (0.131"x3")nails as follows: 11)Provide mechanical connection(by others)of truss to Top chords connected as follows:2x8-2 rows bearing plate capable of withstanding 243 lb uplift at staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. joint 1 and 245 lb uplift at joint 7. Bottom chords connected as follows:2x4-1 row at 12)Graphical puriin representation does not depict the size 0-9-0 oc. or the orientation of the puriin along the top and/or Web connected as follows:2x4-1 row at 0-9-0 oc. bottom chord. 2) All loads are considered equally applied to all plies, LOAD CASE(S) Standard except if noted as front(F)or back(B)face in the LOAD Joaquin Velez PE No.68182 CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), Mitek USA,Inc.FL Cert 6634 unless otherwise indicated. 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. !'- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSl/TPI1 Quality Cdt ilo.DS11-$9 and SCSI Bolding Component 6904 Parke East Blvd. Safety Mormatbnovailable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 0801 T10 Hip Girder 2 2 718279148 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:17 Page:1 ID:8NPV rGaL2O4h_X_ZLf HYGDyf6QK-hOoGDec4CrE8gxRx1 f_QoM7A5GFJ I5SwLH5v5UyX6G W I -3-6-6 3-1 1-10 8- 3-6-6 I 3-1 1-10 -10 41101 0 I 311010 I 16-4-10 6x8= 6x8= 3 4 82 IRI IRI Nr I' c,) Co 2 5 4, "' °° 1 1 1 I a 8 7 LO N 4x10. 2x4 a 3x4= 4x10= 1 6 N N -3-6-6 8- 3-6-6 4-1-6 I 48718 I 14-1 64 I 16-4-103-6-6 Scale=1:39.9 Plate Offsets(X,Y): [2:0-8-10,Edge],[3:0-5-12,0-2-0],[4:0-5-12,0-2-0],[5:0-8-10,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.34 7-14 >699 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.45 7-14 >529 180 BCLL 0.0* Rep Stress Incr NO WB 0.09 Horz(CT) -0.53 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:220 lb FT=20% LUMBER 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) Concentrated Loads(lb) TOP CHORD 2x8 SP DSS'Except*3-4:2x4 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:11=-827(F),14=-827(F) BOT CHORD 2x6 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) WEBS 2x4 SP No.3 exterior zone;cantilever left and right exposed;end BRACING vertical left and right exposed;Lumber DOL=1.60 plate TOP CHORD Structural wood sheathing directly applied or grip DOL=1.60 6-0-0 oc purlins,except 5) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins(6-0-0 max.):3-4. 6) Plates checked for a plus or minus 5 degree rotation BOT CHORD Rigid ceiling directly applied or 10-0-0 oc about its center. bracing. 7) This truss has been designed for a 10.0 psf bottom REACTIONS (lb/size) 1=1469/0-3-8,6=1463/0-3-8 chord live load nonconcurrent with any other live loads. Max Horiz 6=171 (LC 4) 8) 'This truss has been designed for a live load of 20.0psf Max Uplift 1=-75811 (LC 8),6=761 (LC 9) on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom FORCES (lb)-Maximum Compression/Maximum chord and any other members. Tension 9) All bearings are assumed to be SP DSS crushing TOP CHORD 1-2=-802/449,2-3=-3143/1484, capacity of 660 psi. 3-4=-2224/1175,4-5=-2247/1080, 10)Bearing at joint(s)1,6 considers parallel to grain value 5-6=-828/506 using ANSI/TPI 1 angle to grain formula. Building BOT CHORD 2-8=-1491/3303,7-8=-970/2231, designer should verify capacity of bearing surface. 5-7=-1092/2200 11)Provide mechanical connection(by others)of truss to WEBS 3-8=-222/496,3-7=-158/153,4-7=-219/492 bearing plate capable of withstanding 758 lb uplift at NOTES joint 1 and 761 lb uplift at joint 6. 1) 2-ply truss to be connected together with 10d 12)Graphical purlin representation does not depict the size (0.131"x3")nails as follows: or the orientation of the purlin along the top and/or Top chords connected as follows:2x8-2 rows bottom chord. staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 13)Hanger(s)or other connection device(s)shall be Bottom chords connected as follows:2x6-2 rows provided sufficient to support concentrated load(s)880 staggered at 0-9-0 oc. lb down and 493 lb up at 0-11-8,and 880 lb down and Web connected as follows:2x4-1 row at 0-9-0 oc. 493 lb up at 12-11-8 on bottom chord. The design/ 2) All loads are considered equally applied to all plies, selection of such connection device(s)is the except if noted as front(F)or back(B)face in the LOAD responsibility of others. CASE(S)section.Ply to ply connections have been LOAD CASE(S) Standard provided to distribute only loads noted as(F)or(B), 1) Dead+Roof Live(balanced):Lumber Increase=1.25, unless otherwise indicated. Plate Increase=1.25 Joaquin Velez PE No.68182 3) Unbalanced roof live loads have been considered for Uniform Loads(Ib/ft) MiTek USA,Inc.FL Cert 6634 this design. Vert:1-10=-66,3-10=-54,3-4=-54,4-5=-54,5-6=-66, 6904 Parke East Blvd.Tampa FL 33610 9-12=-10 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Cdteda,D1e49 and BCSI IuldYtg Compon•nf 6904 Parke East Bald. Safely Ydormallonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk T18279149 0801 T11 Common 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:18 Page:1 I D:R8FnpSjJmPO3G RSeigol VXyf I HK-9bMe R_ciz9M?S507bN VfLagPyfjC 1 Yz3ZxgSewyX6GV 6-3-8 I 2-7- 6-3-86-3-8 4x6= 3 811 15 16 N 4.6 0 4x6,, 2 1 & 5 TZEIM YI 6 4x6 II 2X4 II 4x6 II 6-3-8 I 2-7- 6-3-86-3-8 Scale=1:37.6 Plate Offsets(X,Y): [1:0-1-12,0-0-2],[5:0-3-13,0-0-2] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.08 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-9 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.08 Horz(CT) -0.03 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:55 lb FT=20% LUMBER 5) *This truss has been designed for a live load of 20.Opsf TOP CHORD 2x4 SP No.2 on the bottom chord in all areas where a rectangle BOT CHORD 2x4 SP No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 SP No.3 chord and any other members. SLIDER Left 2x6 SP No.2--1-6-0,Right 2x6 SP No.2 6) Refer to girder(s)for truss to truss connections. --1-6-0 7) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 185 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 1 and 185 lb uplift at joint 5. 6-0-0 oc purlins. LOAD CASE(S) Standard BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=403/Mechanical,5=403/ Mechanical Max Horiz 1=-140(LC 8) Max Uplift 1=-185(LC 12),5=-185(LC 13) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-215/53,2-15=-448/241,3-15=-425/255, 3-16=-425/258,4-16=-448/245,4-5=-196/51 BOT CHORD 1-6=-318/377,5-6=-116/319 WEBS 3-6=-40/202 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-8-0 to 3-8-0,Interior (1)3-8-0 to 6-11-8,Exterior(2)6-11-8 to 9-11-8,Interior (1)9-11-8 to 13-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation Joaquin Velez PE No.68182 about its center. 6634 4) This truss has been designed for a 10.0 psf bottom 6904 Parke East Blvd.FCart Tampa chord live load nonconcurrent with any other live loads. 6904 Parke East FL 33610 Date: October 3,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANN/IPII Quality Creole,DS649 and SCSI Building Component 6904 Parke East Blvd. Safely Ydormallenovoilable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 001 T1 1A Hip 2 1 T18279150 Job Reference(optional) Gleckler and Sons Building Supplies.Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:18 Page:1 ID:8oK7L3dwPG82wMQIosAej2yflHR-9bMeR_ciz9M?S507bNVfLagPEtjV1 Vz3ZxgSewyX6GV 6-7-0 6-0-0 6I3I8I 12-7-0 6-0-0 0-3-8 6-0-0 0-3-8 354= 2x4 u 354= 3 4 5 812 4x6 18 9 4x6 17 20 2 6 TT 1 at\ 7 m y 8 4x6 a 2x4 a 4x6 6-3-8 I 12-7-0 6-3-8 6-3-8 Scale=1:46.1 Plate Offsets(X,Y): [1:0-1-12,0-0-6],[3:0-2-8,0-2-8],[5:0-2-8,0-2-8],[7:0-3-13,0-0-6] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.07 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.07 8-11 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.08 Horz(CT) -0.03 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:55 lb FT=20% LUMBER 4) Plates checked for a plus or minus 5 degree rotation TOP CHORD 2x4 SP No.2 about its center. BOT CHORD 2x4 SP No.2 5) This truss has been designed for a 10.0 psf bottom WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live loads. SLIDER Left 2x6 SP No.2--1-6-0,Right 2x6 SP No.2 6) 'This truss has been designed for a live load of 20.0psf --1-6-0 on the bottom chord in all areas where a rectangle BRACING 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD Structural wood sheathing directly applied or chord and any other members. 6-0-0 oc purlins,except 7) Refer to girder(s)for truss to truss connections. 2-0-0 oc purlins(6-0-0 max.):3-5. 8) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 183 lb uplift at bracing. joint 1 and 183 lb uplift at joint 7. REACTIONS (lb/size) 1=403/Mechanical,7=403/ 9) Graphical puffin representation does not depict the size Mechanical or the orientation of the puffin along the top and/or Max Horiz 1=-134(LC 8) bottom chord. Max Uplift 1=-183(LC 12),7=-183(LC 13) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-223/60,2-17=-448/250, 17-18=-418/256,3-18=-416/269, 5-19=-416/269,19-20=-418/256, 6-20=-448/250,6-7=-206/29,3-4=-421/295, 4-5=-421/295 BOT CHORD 1-8=-303/361,7-8=-113/311 WEBS 4-8=-34/200 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.Opsf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)0-8-0 to 3-8-0,Interior (1)3-8-0 to 6-8-0,Exterior(2)6-8-0 to 11-5-15,Interior (1)11-5-15 to 13-3-0 zone;cantilever left and right Joaquin Velez PE No.68182 exposed;end vertical lett and right exposed;C-C for MiTek USA,Inc.FL Cert 6634 members and forces&MWFRS for reactions shown; 6904 Parke East Blvd.Tampa FL 33610 Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Date: October 3,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI1 Quai!Ci t.da,DS6a9 and SCSI Bolding Component 6904 Parke East Blvd. Safety YNormallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk 1 T18279151 OS01 T12 Flat Girder 2 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Sep 9 2019 Print:8.310 E Sep 9 2019 MiTek Industries,Inc.Thu Oct 03 15:01:43 Page.1 I D:4SzJKZsrx5XM i H NyPM06T2yf I H8-s4JaixSlvRyUk33X3d5U Y1113pTV3gbZDITv03yX5vd 8-5-0 1 2 II 8-5-0 Scale=1:26.5 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.03 1-2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.03 1-2 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.00 Horz(CT) n/a - n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:52 lb FT=20% LUMBER 9) Graphical purlin representation does not depict the size TOP CHORD 2x8 SP DSS or the orientation of the purlin along the top and/or BRACING bottom chord. TOP CHORD 2-0-0 oc purlins:1-2. 10)Hanger(s)or other connection device(s)shall be BOT CHORD Rigid ceiling directly applied or 10-0-0 oc provided sufficient to support concentrated load(s)393 bracing. lb down at 1-11-12,393 lb down at 3-11-12,and 393 lb REACTIONS (lb/size) 1=224/Mechanical,2=224/ down at 4-5-4,and 393 lb down at 6-5-4 on bottom Mechanical chord. The design/selection of such connection device Max Uplift 1=-183(LC 4),2=-183(LC 4) (s)is the responsibility of others. FORCES (Ib)-Max-Comp./Max.Ten.-All forces 250 LOAD CASE(S) Standard (Ib)or less except when shown. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 NOTES Uniform Loads(lb/ft) 1) 2-ply truss to be connected together as follows: Vert:1-2=-54 Top chords connected with 10d(0.131"x3")nails as follows:2x8-2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B), unless otherwise indicated. 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at Joaquin Velez PE No.68182 joint 2 and 183 lb uplift at joint 1. Mitek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: October 3,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MN-7473 rev.10/03r2015 BEFORE USE. 11111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IM1 Quality Cdt da,D5549 and ICSI Guiding Component 6904 Parke East Blvd. Safety knformallonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Melnyk r T18279152 0$01 T13 Hip Girder 1 2 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.32 E Sep 21 2019 Print:8.320 E Sep 21 2019 MiTek Industries,Inc.Thu Oct 03 13:37:20 Page:1 ID:etJA8QMCOUHON7ckgsSl noymOTM-dnwt eJdKkTUs4FbK940utnDcu35pmyEDoba?AMyX6GU 4-6-12 8-10-0 11-1-0 15-2-12 19-8-0 I 4-6-12 I 4-3-4 I 2-3-0 I 4-1-12 { 4-5-4 4x8= 4x6= 3 4 12 81- 34* r3x6s 3x6a 2 5 m r; 3x6 s 3x6. 1 6 T o � `� o 121 i.1 7 13 1411 15 16 10 17 9 18 19 8 20 21 3x10 a 3x10 ii 7x6= 3x4= 3x10= 3x4. 0-2-0 4-5-0 8-11-1210-11 4 15-2-12 19-8-0 0-2-0 4-3-0 I 4-6-12 11-11-8 I 4-3-8 I 4-5-4 I Scale=1:52.5 Plate Offsets(X,Y): [3:0-5-12,0-2-0],[4:0-3-12,0-2-0],[11:0-3-0,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.04 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.04 10-11 >999 180 BCLL 0.0* Rep Stress!nor NO WB 0.27 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:313 lb FT=20% LUMBER 1) 2-ply truss to be connected together with 10d 13)Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2 (0.131"x3")nails as follows: provided sufficient to support concentrated load(s)209 BOT CHORD 2x6 SP No.2 Top chords connected as follows:2x4-1 row at 0-9-0 lb down and 269 lb up at 2-0-12,232 lb down and 195 WEBS 2x4 SP No.3*Except*12-1:2x4 SP DSS, oc. lb up at 4-0-12,232 lb down and 207 lb up at 6-0-12, 7-6:2x4 SP No.2 Bottom chords connected as follows:2x6-2 rows 268 lb down and 219 lb up at 8-0-12,302 lb down and BRACING staggered at 0-9-0 oc. 225 lb up at 9-10-4,268 lb down and 219 lb up at TOP CHORD Structural wood sheathing directly applied or Web connected as follows:2x4-1 row at 0-9-0 oc. 11-10-4,232 lb down and 207 lb up at 13-10-4,and 232 6-0-0 oc purlins, except end verticals,and 2) All loads are considered equally applied to all plies, lb down and 195 lb up at 15-10-4,and 209 lb down and 2-0-0 oc purlins(6-0-0 max.):3-4. except if noted as front(F)or back(B)face in the LOAD 269 lb up at 17-10-4 on bottom chord. The design/ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc CASE(S)section.Ply to ply connections have been selection of such connection device(s)is the bracing. provided to distribute only loads noted as(F)or(B), responsibility of others. REACTIONS (lb/size) 7=1653/ unless otherwise indicated. LOAD CASE(S) Standard 16 /Mechanical, 3) Unbalanced roof live loads have been considered for 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Horiz 12=264 12=1629/0-3-8LC 5) this design. Plate Increase=1.25 Max Uplift 172=264 (LC 9),12=-1249(LC 8) 4) Wind:ASCE 7-10;Vult=130mph(3-second gust) Uniform Loads(lb/ft) Vasd=101mph;TCDL=4.0psf;BCDL=3.0psf;h=25ft; Vert:1-3=-54,3-4=-54,4-6=-54,7-12=-10 FORCES (Ib)-Maximum Compression/Maximum Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) Concentrated Loads(Ib) Tension exterior zone;cantilever left and right exposed;end Vert:13=-209(F),14=-232(F),15=-232(F),16=-232 TOP CHORD 1-2=-1790/1330,2-3=-1496/1163, vertical left and right exposed;Lumber DOL=1.60 plate (F),17=-232(F),18=-232(F),19=-232(F),20=-232 3-4=-1192/1026,4-5=-1491/1165, grip DOL=1.60 (F),21=-209(F) 5-6=-1722/1274,1-12=-1496/1119, 5) Provide adequate drainage to prevent water ponding. 6-7=-1493/1112 6) Plates checked for a plus or minus 5 degree rotation BOT CHORD 12-13=-316/298,13-14=-316/298, about its center. 11-14=-316/298,11-15=-1120/1434, 7) This truss has been designed for a 10.0 psf bottom 15-16=-1120/1434,10-16=-1120/1434, chord live load nonconcurrent with any other live loads. 10-17=-878/1194,9-17=-878/1194, 8) 'This truss has been designed for a live load of 20.0psf 9-18=-1012/1384,18-19=-1012/1384, on the bottom chord in all areas where a rectangle 8-19=-1012/1384,8-20=-93/79, 3-06-00 tall by 2-00-00 wide will fit between the bottom 20-21=-93/79,7-21=-93/79 chord and any other members. WEBS 2-11=-268/211,2-10=-374/431, 9) Bearings are assumed to be:Joint 12 SP No.2 crushing 3-10=-605/675,3-9=-116/119,4-9=-587/647, capacity of 565 psi. 5-9=-318/378,5-8=-242/153,6-8=-975/1384, 10)Refer to girder(s)for truss to truss connections. 1-11=-990/1407 11)Provide mechanical connection(by others)of truss to NOTES bearing plate capable of withstanding 1249 lb uplift at joint 12 and 1270 lb uplift at joint 7. Joaquin Velez PE No.68182 12)Graphical purlin representation does not depict the size Mitek USA.Inc.FL Cert 6634 or the orientation of the purlin along the top and/or 6904 Parke East Blvd.Tampa FL 33610 bottom chord. Date: October 3,2019 t -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2016 BEFORE USE. 1/11 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSVWII Quality Criteria,DSI-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Informallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes 1 PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /a I I (Drawings not to scale) Dama e or Personal In Injury ralnir Dimensions are in ft-In-sixteenths. mbii6 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-lilt wide truss spacing,individual lateral braces themselves WEBS 4 may bracing require bracing,shouldbe orconsidered.alternative Tor I c D c O= 3. Never exceed the design loading shown and never ileRillor A � a0 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C6-7 C5-6 ~ designer,erection supervisor,property owner and plates 0 'i,e"from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. •Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates Joint Iminnumber where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. 11111 .m. ,p 18.Use of green or treated lumber may pose unacceptable rro environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 19.is Revinotewsuffiall portionscient. of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iTe BCSI: Building Component Safety Information, M k Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 f4iFORTECE0 MEMBER REPORT PASSED Level, BM 1 3 piece(s)1 3/4"x 20"2.0E Microllam®LVL Overall Length:20'3" 0 0 1 II. 19 4 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5777 @ 4" 16314(5.50") Passed(35%) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Member Type:Flush Beam Building Use:Residential Shear(lbs) 4184 @ 2'1 1/2" 19950 Passed(21%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 25073 @ 10'1 1/2" 70744 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.127 @ 10'1 1/2" 0.490 Passed(L/999+) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Total Load Defl.(in) 0.300 @ 10'1 1/2" 0.979 Passed(L/784) -- 1.0 D+0.75 L+0.75 Lr(All Spans) • Deflection criteria:LL(L/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. Bearing Length Loads to Supports(6s) Supports Total Available Required Dead Floor Live Roof Live Total ftccessodes 1-Stud wall-SYP 5.50" 5.50" 1.95" 3334 1961 1295 6590 Blocking 2-Stud wall-SYP 5.50" 5.50" 1.95" 3334 1961 1295 6590 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Roof Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) comments 0-Self Weight(PLF) 0 to 20'3" N/A 30.6 -- -- 1-Uniform(PSF) 0 to 20'3"(Front) 1' 12.0 40.0 - Default Load 2-Uniform(PLF) 0 to 20'3"(Front) N/A 57.6 153.7 - F31 3-Uniform(PLF) 0 to 20'3"(Top) N/A 109.1 - 127.9 Roof Above 4-Uniform(PLF) 0 to 20'3"(Top) N/A 120.0 - - Wall Above Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWE8 Software Operator lSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB Software Operator bb Notes 10/4/2019 4:08:23 PM UTC Matthew Hiser Gleckler and Sons Building Supply ForteWEB v2.1, Engine:V7.3.2.309, Data: V7.2.0.2 (540)313-5600 mhiser@glecklerandsons.com File Name: 0801 Page 2/5 I PO R T E'Q3 MEMBER REPORT PASSED Level, BM2 2 piece(s) 1 3/4"x 20"2.0E Microllam®LVL Overall Length:9'9 1/2" 1 I, 4 4 4 0 111 8'11 1/4" If All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4421 @ 3 1/2" 4421(1.68") Passed(100%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam Building Use:Residential Shear(lbs) 3827 @ 1'11 1/2" 13300 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 10337 @ 5'6 3/4" 47163 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Dell.(in) 0.036 @ 4'9 5/8" 0.227 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.050 @ 4'9 5/8" 0.453 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(11480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'6"o/c unless detailed otherwise. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 20"LVL beam 3.50" Hanger' 1.68" 1267 3169 4436 See note‘ 2-Stud wall-SYP 6.75" 6.75" 2.34" 1323 3295 4618 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-lie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger THA426 1.78" N,1A 30-16d 6-1fx1 Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 3 1/2"to 9'9 1/2" N/A 20.4 -- 1-Uniform(PSF) 0 to 9'9 1/2"(Front) 1' 12.0 40.0 Default Load 2-Point(Ib) 1'6 3/4"(Front) N/A 544 1449 F4 3-Point(Ib) 3'6 3/4"(Front) N/A 544 1449 F4 4-Point(lb) 5'6 3/4"(Front) N/A 397 1058 F3 5-Point(Ib) 6'9 1/2"(Front) N/A 397 1058 F3 6-Point(lb) 8'9 7/8"(Front) N/A 397 1058 F3 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/docurnent-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator ...lob Notes 10/4/2019 4:08:23 PM UTC Matthew Hiser Gleclder and Sons Building Supply ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 (540)313-5600 File Name: 0801 mhiser@glecklerardsons.com Page 3/5 i ii FO R T E CUDMEMBER REPORT PASSED Level, BM3 3 piece(s) 1 3/4"x 20"2.0E Microllam®LVL Overall Length: 18'3" 0 1 ; 0 I I I' 18 3 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LOP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 10902 @ 4" 16314(5.5(r) Passed(67%) -- 1.0 D+1.0 Lr(All Spans) Member Type:Flush Beam Building Use:Residential Shear(lbs) 7136 @ 2'1 1/2" 24938 Passed(29%) 1.25 1.0 D+1.0 Lr(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 31814 @ 9'2 1/2" 88430 Passed(36%) 1.25 1.0 D+1.0 Lr(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.132 @ 9'1 1/4" 0.440 Passed(L/999+) -- 1.0 D+1.0 Lr(All Spans) Total Load Defl.(in) 0.294 @ 9'1 5/8" 0.879 Passed(1/717) -- 1.0 D+ 1.0 Lr(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 13'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 18'3"o/c unless detailed otherwise. Bearing Length Loads to Supports(los) . Supports Total Available Required Dead Floor Live Roof Live Total Acolssones 1-Stud wall-SYP 5.50" 5.50" 3.68" 5084 365 5818 11267 Blocking 2-Stud wall-SYP 5.50" 5.50" 2.51" 4181 365 3255 7801 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Roof Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) (non-snow:1.25) comments 0-Self Weight(PLF) 0 to 18'3" N/A 30.6 -- -- 1-Uniform(PSF) 0 to 18'3"(Front) 1' 12.0 40.0 - Default Load 2-Uniform(PLF) 0 to 18'3"(Front) N/A 61.4 - 72.1 Porch Trusses 3-Uniform(PLF) 0 to 18'3"(Top) N/A 120.0 - - Wall Above 4-Uniform(PLF) 0 to 13'11 1/2"(Top) N/A 186.8 - 219.2 Roof Above 5-Point(Ib) 14'11 1/2"(Top) N/A 1302 - 1528 T5H 6-Point(Ib) 1'3 1/4"(Front) N/A 1267 - 3169 BM2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator @ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ``tt ForteWEB Software Operator lob Notes 10/4/2019 4:08:23 PM UTC Matthew Hiser Gleclder and Sons Building Supply ForteWEB v2.1,Engine:V7.3.2.309, Data:V7.2.0.2 (540)313-5600 mhiser@gleclderandsons.com File Name: 0801 Page 5/5