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320 11th St RES19-0053 New Single Family Home "1 ' vi,x RESIDENTIAL PERMIT PERMIT NUMBER ji a\ RES19-0053 :-.,'Ir - Vr CITY OF ATLANTIC BEACH 'r800 SEMINOLE ROAD ISSUED: 11/6/2019 "ZrJr3i>" ATLANTIC BEACH. FL 32233 EXPIRES: 5/4/2020 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: 320 11TH ST RESIDENTIAL NEW SINGLE NEW SINGLE FAMILY HOME $453641.85 FAMILY RESIDENCE TYPE OF REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 170065 0000 ATLANTIC BEACH COMPANY: ADDRESS: CITY: STATE: . ZIP LLOYD'S CONSTRUCTION AND CONSULTING LLC 12782 Attrill RD JACKSONVILLE FL 32258 OWNER: ADDRESS: CITY: STATE: ZIP: GRIGGS ERIC 1015 ATLANTIC BLVD #499 ATLANTIC BEACH FL 32233 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. g6 LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 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. 2 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. Issued Date: 11/6/2019 1 of 3 .rs.:L�i %, RESIDENTIAL PERMIT PERMIT NUMBER } �`� ') CITY OF ATLANTIC BEACH RES19-0053 ,v< "% ISSUED: 11/6/2019 / 800 SEMINOLE ROAD `vJ';"r ATLANTIC BEACH. FL 32233 EXPIRES: 5/4/2020 3 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. 4 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. 5 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. 6 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. 7 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 8 PUBLIC WORKS CONSTRUCTION SITE MANAGEMENT INFORMATIONAL Notes: Provide construction site management plan,including location of silt fence,dumpster,portable toilet. Right-of-Way Permit is required if using right- of-way for construction parking. 9 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 10 PUBLIC WORKS MAXIMUM DRIVEWAY INFORMATIONAL Notes: Maximum driveway width within the City right-of-way is 20 feet. 11 PUBLIC WORKS PERVIOUS PAVERS INFORMATIONAL Notes: Pervious pavers must be used to receive 50%credit. 12 PUBLIC WORKS ADDITIONAL COMMENTS PUBLIC WORKS INFORMATIONAL Notes: A Revocable Encroachment Agreement must be submitted prior to CO. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $1542.00 Issued Date: 11/6/2019 2 of 3 rs"',I'�,., RESIDENTIAL PERMIT PERMIT NUMBER `'ti'i , RES19-0053 �� ) CITY OF ATLANTIC BEACH ISSUED: 11/6/2019 , r ( 800 SEMINOLE ROAD EXPIRES: 5/4/2020 <�`'n;i� ATLANTIC BEACH. FL 32233 BUILDING PLAN CHECK 455-0000-322-1001 0 $771.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 BUILDING PLAN REVIEW RESUBMITTAL THIRD 455-0000-322-1006 0 $75.00 CROSS CONNECTION 400-0000-343-3701 0 $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 STATE DBPR SURCHARGE 455-0000-208-0700 0 $39.20 STATE DCA SURCHARGE 455-0000-208-0600 0 $26.13 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $50.00 TOTAL: $2,778.33 Issued Date: 11/6/2019 3 of 3 ro.. -,y„ City of Atlantic Beach APPLICATION NUMBER f: 't .,% Building Departmentiii (To be assigned by the Building Department.) s � 800 Seminole Road R es\(t _ r-�/�S3 s,a ` , Atlantic Beach, Florida 32233-5445 `�� VlJ Phone(904)247-5826• Fax(904)247-5845 '` \0;00. E-mail: building-dept@coab.us Date routed: 1 5 I. __j City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: �ZC) L O _(( De•artment review required Yes No ( Buildin• Applicant: L l d(.( C� S co,„[_f „_:,, ,,„„ ' -nning &Zoning Tree Administrator Project: ) 1-Aorn C e©iLD S l ublic WorRs:--_, -" IC I iii- - Pu.11c a ety 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:< l(J(Ve1H e i J-,i— ('1 ec b G ;„,.( e . BUILDING a� y 61 PLANNING &ZONING Reviewed by: ,,______ Date: 7---1 5 )c TREE ADMIN. Second Review: Approved as revised. ,/Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by:6,45—,0105---- Date: $ I cr FIRE SERVICES Third Review: Approved as revised. ❑Denied. [Not applicable Comments: Reviewed by: * . Date: o (2— Revised 05/19/2017 ---- Building Permit Application OFFICE COPY Updated 10/9/18 41 City of Atlantic Beach Building Department **ALL INFORMATION 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY °_ >rIS REQUIRED. Phone: (904) 247-5826 Email: Building-Dept@coab.us Job Address: 3 20 l 14!+ S r: ATi..44rlc 7t-).=Ch; rc32z2313ermit Number: R c--72-, L 1 - ( ( !- -) Legal Description S-(09 (b -2 S-29 ATLA-elIc -gc.N Lor 5 73LK 13 RE# /704...)6 SODUJ Valuation of Work(Replacement Cost)$ SA-01000 Heated/Cooled SF 3 S L(1 Non- Heated/Cooled I I 7.7_- • Class of Work: igNew ❑Addition ❑Alteration ❑Repair ❑Move ElDemo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): DCommercial $Residential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No &l A • Will tree(s)be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit) ❑No Describe in detail the type of work to be performed: Pia`") 17I0M E Co,.,c r4 .4 .T,O^) SjiJ&l.0 r/4"-a i r Florida Product Approval# for multiple products use product approval form Property Owner Information Name CAI C. &Al GAP-3 Address /0I i /-ITL44rU.- RLii0 1-09 City 0a7L4 TIC. /3e4,-t1- State rt- Zip 72/33 Phone 90`I-7/6- 460) E-Mail EGn l iths (1 C KC AP , C' " Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information .}- . Cc CI% 'I t` �L,LC Name of CArtipapy C U_ )St 1_ 1-II On Qualifyin_ Agent .tn.•S , . 1-440 �d Address k-11 4 2 ' ,r,) ` p Li) rte. ' City I \ 'State Zip L Office Phone "! O id W�I L( 1 Job Site Contact Number a ;'--( (.C .'2) LI L 1.e State Certification/Registration#CSL I z- 0?AP E-Mail S O11 r ( «(:)cR CG rf-t~r UC-lion , net Architect Name& Phone# Engineer's Name& Phone# . ' Workers Compensation Insurer 0 wC�r c\ (-e QS i 1-ACI) OR Exempt❑ Expiration Date , Zd( cl 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 t 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 compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER 0: AN ATT'RNEY BEFORE RECORDING YO r NOTIC• c F COMMENCEMENT. '� // (Signature of Owner or Agent) (Signature of Contractor) II `````vitt-Witp1A sworn to(or affirmed) before me this I2- day of Signed and sworn to(or affirmed before me this day�fof E , ZcA Ec •t - P _ 2) /, b //'fi�...ar� i of ,,Qf..-NOTA9y•.9p,,, : MI/p" ►�_ — •Q:M Co (Signature of Notary) (,ii��` 1•o'• N ico SNovem 16 • fn gii ' `(-0 NOTARY PUBLIC ExMaa S - No.GG 2x.STATE OF FLORIDA N.A11 PerrsonaIj Vim OR [ ]Personally Known OR vil, GG048385 e,��F•{ kd4y e' alt�ification [ ]Produced Identification X910 Expires 11/21/2020 �i, INpe ( t;C ation:cc�.c '7�.,,k;t ...� Type of Identification: Revision Request/Correction to Comments **ALL INFORMATION Yr.��� . HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 9 lir 800 Seminole Rd, Atlantic Beach, FL 32233 ail, Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:R 5 9-L)C)5 3 X Revision to Issued Permit OR Corrections to Comments Date: (////y Project Address: / Contractor/Contact Name: On u61.4Z`- .tiicL (k Ci---6- Contact .LLContact Phone: /O -• 0,-Z Email: --CO/1'y (V //6y Ga Ow t1-I 14• k'iP/ • • Description of Proposed Revision/Corrections: T cL' .1.� lcy na e4 I /C14,1/(7 t ~- Z_`j o T p Lcz •,.S t ; � � z , a3 , S Q, Pk S0. 0 , So , t J S 1 . 0 / Si( o J J S1 . tI — S lt4 5z.O( S - t SZ, z I 1 c?,1 ovi6Ghe`/ 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? A No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? 'Ago ❑*Yes (additional increase in building value: $ 2 - ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: '" �- (Office Use Only) ❑ Approved Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments geed J lh 6^ v eo q Department Review Required: // Buildin: 'tannin: &Zoning Reviewed By Tree A.ministrator Public Worksc Public Utilities : S — G Public Safety Date Fire Services Updated 10/17/18 fJ ' { `'s', CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD '-1 ATLANTIC BEACH, FL 32233 (904) 247-5800 `-,4fiFt l 9 r SUBMITTAL COMPLETENESS REVIEW COMMENTS Date: 8/6/2019 Permit#: RES19-0053 Site Address: 320 11TH ST Review Status: denied RE#: 170065 0000 Applicant: LLOYD'S CONSTRUCTION AND Property Owner: GRIGGS ERIC CONSULTING LLC Email: sonny@Iloydsconstruction.net Email: ERIGGS@CKCAP.COM Phone: 9046834468 Phone: 9047164601 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 Comments: 1. Resubmittals of all information requested on 3.4.2019 needs to be submit all at the same time. Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 Email:mj ones@coab.us th-t-a,W 5.6-/7 nil 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 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. 0 fr„ Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN '' City of Atlantic Beach Building Department GRAY IS REQUIRED. 15'-141,-)� 800 Seminole Rd, Atlantic Beach, FL 32233 ° / Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: 1�t—,S[c -00 S3 1 I Revision to Issued Permit OR I 1 Corrections to Comments Date: g/9/2--6/? / Project Address: �S,s 9 ///'.14 (S T rPo,7 , A F/4,,I� c> e,a c�- Contractor/Contact Name: -f i.o/4A6 e---. (%4.2A17 (+AMI-CI Contact Phone:• 9‘7"/ 6 S S $��& Email: So/NJ N'AQ-U t o 1 A S CO 1\J4 cc ' •:n.3,c\c'�� 1 '05 Description of Propose'dRevision/.Corrections: t�'CYI1(L� '�P�l` ' 'e7v (-)rocfu:i• A/O/oco c i lA'\ l + cJ ai e /7,44-E. Of-la LA"..l S _' g( r cxp_(„ c dG(/A(0A- V s — (c-I, J .-Vcr- 0 1/4..ICA3 Q+- I affirm the revision/correction to comments is inclusive of the proposed changes. - —_./ (printed name) • AiIl proposed revision/corrections add additional square footage to original submittal? IA No• ❑ Yes (additional s.f.to be added: ) • VI proposed revision/corrections add additional increase in building value to original submittal? No ❑*Yes (additional increase in building value: �- ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: LkZ' (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Bu tment Review Required: + ------- Buildin _Planning&7oning_ Reviewed By Tree Administrator (�' ublic et.-- (2— I 1 Public Utilities Public Safety Date Fire Services Updated 10/17/18 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. r j "4111,-.: 800 Seminole Rd, Atlantic Beach, FL 32233 0°53 a Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: /6D ❑ Revision to Issued Permit OR Corrections to Comments Date: 9'//(//`j Project Address: 3a0 /(44-' Contractor/Contact Name: 2-4-0ya9/5 CofiSrlLc jD)7 zieY hoN,Su fir., / ZGG Contact Phone: ('- ° ) � S 3 — 0/68 Email: So find ez_z_ovbsc,,,,usTRucylo(1/4.), ic1 Description of Proposed Revision/Corrections: Pe r e v s eLJ n,t KA K k ^ M 6.2 Ariz, e4 (-QV New c -OI RECEIVED I affirm the revision/correction to comments is inclusive of the i ffposfc ch s. (printed name) • Wil roposed revision/corrections add additional square footage to original submittal? Building Department No ❑ Yes (additional s.f.to be added: ) City of Atlantic React, • Wi 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: (Office Use Only) /Approved ❑ Denied Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: ild' .. _ anning&Zoning--2, Reviewed By Tree Administrator u Wor s= u Iic is -Utilities 2 ( Cl Public Safety Date Fire Services Updated 10/17/18 tCity of Atlantic Beach APPLICATION NUMBER J r ,��i r\ Building Department wr-nETV VL (To be assigned by the Building Department.) ' �'i 800 Seminole Road • ;� Atlantic Beach, Florida 32233-5445 FEBc Phone(904)247-5826 • Fax(904)247-58 EB 15 2013 �p�;�q? E-mail: building-dept@coab.us Date routed: Z//1 5 I 19 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3Zo Department review required Yes No Cuildin Applicant: Lid(, d s �.Of\s l 1 UC or\ nning &Zoning IOC( Tree Administrator Project: 1 } '`lom e ©ry S 1 �ublic WorR�� is Pu liic 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 Plays -bo laVye -D LaSQ4C,k PLANNING &ZONING I i Reviewed by. ,�,"7, ,i,_t Date: r iii TREE ADMIN. Second Review: Approved as revised. I Denied. Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed b ate:x,13 -'q FIRE SERVICES Third Review: I Approved as revised. ❑Denied. ❑Not applicable Comments: • Reviewed .y: i ///., Date: r--71--/y Revised 05/19/2017 PUBLIC WORKS PLAN REVIEW COMMENTS • Date: 7-�/f �/9 Application#: /jf / si Project Address: L ,C /( ' CORRECTION ITEMS Check Box to Select CSMP Provide construction site management plan including location of silt fence, dumpster, portable toilet. �// Right-of-Way Permit is required if using right-of-way for construction parking. DPLN Provide drainage plans showing site topography(flow arrows, etc.). ESCP Provide erosion and sediment control plans with installation details. IMPS Provide impervious surface calculations for entire lot(existing and post construction). 0 Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off LDCS if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). REPM A Revocable Encroachment Agreement must be submitted. RMRO All runoff must remain on-site. Cannot raise lot elevation. RWPM A Right-of-Way Permit must be obtained. ❑ TSUR Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land ❑ Surveyor, showing 1' contours. CUT Provide manufacturer's cut sheets for 50%credit on pervious pavers. DW Maximum driveway width within the City right-of-way is 20' (circular driveway width is 12' maximum). 0 PAV Provide paver installation method (must meet I.C.P.I.). 0 WRA Provide a detailed plan of water retention area and how water runoff gets to water retention ❑ areas and then to street. WR Provide detailed plans showing proposed water retention. 0 SID Concrete sidewalk must continue through driveway. 0 50 Documentation shows impervious areas are over the 50%allowed by City code. . CITY OF ATLANTIC BEACH Department of Public Works 1.5 v, 1200 Sandpiper Lane N........____) Atlantic Beach, FL 32233 ':t J;il9'' (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 2/25/19 Applicant: Lloyds Construction Permit #: RES19-0053 Email: sonny@lloydsconstruction.net Review Status: DENIED Property Owner: Eric Gribbs Site Address: 320 11th Street Email: egribbs@ckcap.com THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. PUBLIC WORKS CORRECTION ITEMS: • Provide construction site management plan including location of silt fence, dumpster, portable toilet. Right-of-way Permit is required if using right-of-way for construction parking. • Provide drainage plans showing site topography (flow arrows, etc.). • Provide erosion and sediment control plans with installation details. • Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide DelRE al rsC D on-site retention required per Section 24-66(b). • A Revocable Encroachment Agreement must be submitted. • All runoff must remain on-site. Cannot raise lot elevation. APPROVE[ • Provide manufacturer cut sheets for 50% credit on pervious pavers. • Documentation shows impervious areas are over the 50% allowed by City codegrv/i-if PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814) to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • 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. • Full right-of-way restoration, including sod, is required. • Provide construction site management plan, including location of silt fence, dumpster, portable toilet. Right-of-Way Permit is required if using right-of-way for construction parking. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Pervious pavers must be used to receive 50% credit. Page 1 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0053(Lloyds Construction).docx Scott Williams, Public Works Director swilliams@coab.us/ 904-247-5834 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 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. Page 2 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RE519-0053(Lloyds Construction).docx 1010"1"7 ...AL/ko6 111-11_ _gt,reio -(46-qte 5rewre _ Aft ‘r2k _ ) APPROVED— f-- x 3 efC AA_ / 12 1,07 ItifA7 14X ge)(5104c /-*/ 23 fb A61/ H APPROVED— c-tymisl fop 416444-- Y4-771x to_ fit(fit I1T1Z1I .-(#a , troc$ 2d9tx AveJcZo 07(23__*,eeet ket 0e-re t% ehtw zr to �, Z• 2410 b 3C2 ,. 66 x3 � �✓z _ 0 / zz ��� .396./ Yx.1 ��� keg, 07-0y v2.--0 J ADD' — — .9 -020vzsir DENIED eZ _ OR0 Loo- /re ( -O ' 7/f0p Ai-i 9Y X zY /6,› /93y a.� K� z i3z Revision Request/Correction to Comments **ALL INFORMATION q%S dr!% HIGHLIGHTED IN , `tillii7 City of Atlantic Beach Building Department GRAY IS REQUIRED. 91/0": 800 Seminole Rd, Atlantic Beach, FL 32233 10.) Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: I\�-,5[ I `oo S3 ❑ Revision to Issued Permit OR Corrections to Comments Date: 'g/Q/6/? Project Address: `3) //'t-14 cc 1-re 0.--1- At-1,8,41--.A Fl,8,f�:r.; a c� Contractor/Contact Name: -114.C�AS C (/fel ()A1,J-( 11 Contact Phone:• 9 't X56 5,�,6D Email: /NJ _(.15 fc 5 LOQ-tcu-A.nJ,NO- Description of Proposed Revision/Corrections: CC Pres-oc f- )O/OfOvvo/ 1A ' ' 0.11Q4C. e r (USS Or c-v,•-1.r 5 P 4 f . . r CC 1 C-4- Qi m 5-0.4 i1All r^o.N s' c affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • ill proposed revision/corrections add additional square footage to original submittal? LANo ❑ 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: (� .,,,,,, (Office Use Only) ❑ Approved VDenied Cl Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments,; fee W/ +/a (0,-EvL! 'e4 / )e,2„,,, P -too e stir - k lows �OurO -� la �c e., De artment Review Required: Building Planning&Zoning_-) evie d B 0 . Tree Administrator c , v Public Works11 ( Public Utilities AUG 0)9 2019 ,''� `.- I Public Safety Date!! Fire Services BY — Updated 10/17/18 3 CITY OF ATLANTIC BEACH Jsi\ Department of Public Works 1200 Sandpiper Lane Atlantic Beach, FL 32233 —0E1z ''r (904) 247-5834 PUBLIC WORKS REVISION PLAN REVIEW COMMENTS Date: 8/13/19 Applicant: Lloyds Construction Permit#: RES19-0053 Email: sonny@Iloydsconstruction.net Review Status: DENIED Property Owner: Eric Gribbs Site Address: 320 11th Street Email: egribbs@ckcap.com THIS REVISION PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. PUBLIC WORKS CORRECTION ITEMS: • The Revision does not address the following original Correction Items: • Provide construction site management plan including location of silt fence, dumpster, portable toilet. Right-of-way Permit is required if using right-of-way for construction parking. • Provide drainage plans showing site topography (flow arrows, etc.). • Provide erosion and sediment control plans with installation details. • Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). • A Revocable Encroachment Agreement must be submitted. • All runoff must remain on-site. Cannot raise lot elevation. • Provide manufacturer cut sheets for 50% credit on pervious pavers. • Documentation shows impervious areas are over the 50% allowed by City code. REVISED Page 1 of 2 ���✓� O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0053(Lloyds Construction-Revision).docx PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814) to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • 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. • Full right-of-way restoration, including sod, is required. • Provide construction site management plan, including location of silt fence, dumpster, portable toilet. Right-of-Way Permit is required if using right-of-way for construction parking. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Pervious pavers must be used to receive 50% credit. Scott Williams, Public Works Director swilliams@coab.us/904-247-5834 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 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. Page 2 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0053(Lloyds Construction-Revision).docx Revision Request/Correction to Comments **ALL INFORMATION rj yL�r�c_ HIGHLIGHTED IN 441"M" City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 - C C Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: / 6 ❑ Revision to Issued Permit OR Corrections to Comments Date: 9'/f.//`? Project Address: 3,20 /(-/-l' Contractor/Contact Name: 2-40ydj 5 fl1 T 7fl a.-o X' COHso-1,, SGC Contact Phone: ( 047(,) 3 /7/y6,8 Email: So„Nip LL-c, t)SGor-)STRaCi'iq•J, NST Description of Proposed Revision/Corrections: 1�e r e ) l ew Gb nA,n.t 1-52S 2S Nt a.cQ c �-o i�-e-Q-�- C ev 1<"(-1 Co n.. Nc c -0 RECEIVED affirm the revision/correction to comments is inclusive of the iseposrc cl s. (printed name) w�� • Wil roposed revision/corrections add additional square footage to original submittal? Bufding Department No C. Yes (additional s.f.to be added: ) City of Atlantic Beach, J• '. • Wiroposed revision/corrections add additional increase in building value to original submittal? �No C*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: , (Office Use Only) Approved _ Denied — Not Applicable to Department Permit Fee Due $ a Revision/Plan Review Comments ivee � j kV 1Ctt 'i lr s'6r 14'n:4 P\oins -bo large -40 Lasw-Ice.. Department Review Required: anning&Zoning-TT') Reviewed By Tree Administrator �+ u IicWorks� Es E11/& R u is Utilitiesr/f/t Public Safety SEP 13 2019 Fire Services Updated 10/17/18 BY: Comp. By: S/W Date: 9/13/2019 Public Works Department City of Atlantic Beach Permit No: RES 19-0053 Address: 320 11th Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion,and Land Development Regulations requires that the difference between the pre-and postdevelopment volume of stormwawter runoff be stored on site. Volume of Runoff is defined as follows: V=CAR/12 Where: V=Volume of Runoff C= Coefficient of Runoff A=Area of lot in square feet R=25-yr/24-hr rainfall depth (9.3-inches for Atlantic Beach) Predevelopment Runoff Volume: Lot Area (A) = 7,5n0 ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd"C" Impervious 1,934 7,500 1.00 0.26 Pervious 5,566 7,500 0.20 0.15 Runoff Coefficient(C)= 0.41 Runoff Volume V= 0.41 x 7,500 x 9.3 / 12 V= 2,362 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 7,500 ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd"C" Impervious 3,750 7,500 1.00 0.50 %ISA= 50.0% Pervious 3,750 7,500 0.20 0.10 Runoff Coefficient(C)= 0.60 Runoff Volume V= 0.60 x 7,500 x 9.3 / 12 V= 3,488 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 3,488 - 2,362 DV= 1,126 ft3 Retention 11th Street 320 9/13/2019 44111 Comp. By: S/W Date: 9/13/2019 v APPROVED Public Works Department City of Atlantic Beach Permit No: RES 19-0053 Address: 320 11th Street Provided Storage: Elevation Area Storage (ft) (ft) (ft3) 9.5 522 0 BOTTOM size 58 X 9 BACK 10.3 660 443 TOB size 60 X 11 Elevation Area Storage (ft) (ft2) (ft3) 9.5 228 0 BOTTOM 38 X 6 10.3 320 206 TOB 40 X 8 FRONT Elevation Area Storage (ft) (ft2) (ft) 0.0 0 0 BOTTOM 0.0 0 0 TOB Inground storage=A*d*pf A=Area= 980.0 d=depth to ESHWT= 6.5 pf=pore factor= 0.3 Inground Storage= 1911.0 ft3 Required Treatment Volume= 1,126 ft3 Supplied Treatment Volume= 2,354 ft3 Retention 11th Street 320 9/13/2019 t a .',r1 . r CITY OF ATLANTIC BEACH �..— .P�, Department of Public Works fr.. ILyl <-. •>> 1200 Sandpiper Lane 7 Atlantic Beach, FL 32233 i•,- `/il . (904) 247-5834 PUBLIC WORKS PLAN REVIEW COMMENTS Date: 2/25/19 Applicant: Lloyds Construction Permit#: RES19-0053 Email: sonnv@lloydsconstruction.net Review Status: DENIED Property Owner: Eric Gribbs Site Address: 320 11th Street Email: egribbs@ckcap.com THIS PLAN REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS Correction Items must be submitted to the Building Department at 800 Seminole Road. Submittals that respond to only one or a few correction items will not be accepted. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions must be submitted to the Building Department and must respond to EACH department review. PUBLIC WORKS CORRECTION ITEMS: • Provide construction site management plan including location of silt fence, dumpster, portable toilet. Right-of-way Permit is required if using right-of-way for construction parking. • Provide drainage plans showing site topography (flow arrows, etc.). • Provide erosion and sediment control plans with installation details. • Section 24-66(b) of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). • A Revocable Encroachment Agreement must be submitted. • All runoff must remain on-site. Cannot raise lot elevation. • Provide manufacturer cut sheets for 50%credit on pervious pavers. • Documentation shows impervious areas are over the 50%allowed by City code. PUBLIC WORKS CONDITIONS OF APPROVAL: (The following comments will be printed on your permit as Conditions of Approval) • Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment Control Inspection prior to start of construction. • All runoff must remain on-site during construction. • 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. • Full right-of-way restoration, including sod, is required. • Provide construction site management plan, including location of silt fence, dumpster, portable toilet. Right-of-Way Permit is required if using right-of-way for construction parking. • All runoff must remain on-site. Cannot raise elevation. • Maximum driveway width within the City right-of-way is 20'. • Pervious pavers must be used to receive 50%credit. Page 1 of 2 0:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0053(Lloyds Construction).docx A Scott Williams, Public Works Director swilliams@coab.us / 904-247-5834 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 revisions shall be inserted into each set of drawings. The original sheets must be clearly marked "VOID" hut 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. Page 2 of 2 O:\Public Works\ADMIN\PLAN REVIEW COMMENTS\RES19-0053(Lloyds Construction).docx )-3•1....:16; HIGHLIGHTED IN � Revision Request/Correction to Comments **ALL INFORMATION � � City of Atlantic Beach Building Department GRAY IS REQUIRED. ) 800 Seminole Rd, Atlantic Beach, FL 32233 /, "J'ttr Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: ��,,SI -0053 l?rellevision to Issued Permit OR Corrections to Comments Date: /0/ct IP Project Address: 3 ‘2. ° ( ( *-' c r h) Contractor/Contact Name: t-C v`(0 S C -) -33 7, tA c^rt 0-) o Contact Phone: 0'1 6 - `( 6 01 Email: E G'-i&6-s C CKC 4P. c 0 Description of Proposed Revision/Corrections: R" ''')1.... y"'' , k.....:t4 13 'lw1 •T�ntl� enJ�it V+Y.N.k tJ'..,i i �is ✓�/. OCT 9 2019 I 671 lc G"4 ' GGs affirm the revision/correction to comments is incltisitie of the proposed chang (printed name) City of • Will� proposed revision/corrections add additional square footage to original submittal? LJ No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? 4'1Vo ❑*Yes (additional increase in building value: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: —.� L (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments N- Department Review Required: �/ Building .(,-(;)/.2%"--.1j L/�/ ` L`'4c„+c Planning&Zoning r...vEli Reviewed By Tree Administrator ,„10 itilaraTiVird N. OCT 1 4 2019 Public Utilities 4 -4---'/9 Public Safety BY: ----- Date // Fire Services Updated 10/17/18 er- *i` REVOCABLE ENCROACHMENT AGREEMENT 4- \ City of Atlantic Beach **ALL INFORMATION 0- ', HIGHLIGHTED IN GRAY 7 800 Seminole Road,Atlantic Beach, FL 32233 IS REQUIRED. REVOCABLE ENCROACHMENT AGREEMENT by the City of Atlantic Beach, Florida, a municipal corporation organized and existing under the laws of the State of Florida, hereinafter referred to as"CITY" and CA 1 C. )(1) -1, s 3 Zo it -.‘1 Si-, •NJ 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 A) L.,-(.._) /.4,^4 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 cj 3 Z / s,F 51.E N • 1 (" 0) JAtkfow+u,(.t.0 a 4-4Cle ,c 322.Sc7 • 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 public land. USER further agrees that the CITY and its officers and employees shall be saved harmless by the USER from any of the work herein under the terms of this permit and that all of said Iiabilitiesyare herebsumed by the USER. lict Date /° ' I 7,- Property Owner/Agent (signed in presence of Notary Public) STATE OF FLORIDA,COUNTY OF DUVAL The foregoing instrument was acknowledged this (3)`4 day of 0 Ober , 20 19 , by____JE,e(C s , who personally appeared before me and (printed name of Signer) acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. aba 1 16 979,,,,, DEBORAH WERLING X2)2, = ission RAH N FF 936882 Department Approval: My Commission Expires l Signature of Notary Public, State of FI ii4 ;.' November i �, 20� v ,- [ I Personally Known -__ — ... "wow, 1;4 Produced Identification (Type) I Scott Wi liams, Pub lc Works Director 7C2....--/7///7 H:\Applications&Forms\Word&Excel Document Originals\20180831 Revocable Encroachment Agreement.docx Revision Date:8/31/18 Revision Request/Correction to Comments **ALL INFORMATION eLA,,i,„,,� HIGHLIGHTED IN `� City of Atlantic Beach Building Department GRAY IS REQUIRED. - s 800 Seminole Rd, Atlantic Beach, FL 32233 1 7jv` '`'r 4 Phone: (904) 247-5826 Email: Buildin -Det coab.us �Gj5 � p @ PERMIT#: K5I94o3v Revision to Issued Permit OR It4.Corrections to Comments Date: IO /I4 I I 9 Project Address: 12-0 [R H 51 . Contractor/ContactaName: SciN J y Logo Contact Phone: (�(Y)(9 3 — /L//5 Email: So, ncj Q LI09d can Sf'i-,d1c)Ai- 'i 7 Description of Proposed Revision/Corrections: I)--Ti.u ,5 "De.A v%)i An‘5 RECEIVET) 2) -R,A.I. c wAr /E/tsc 44L; ? 1 r 4/P. OC[ 1 4 2U19 I Lc&rr(A-P;eev, affirm the revision/correction to comments is inclusive off the proposedchanges. ( inted name) biUlldllllg �epaflmen City of Atlantic Beach, FL • Will proposed revision/corrections add additional square footage to original submittal? kl..No ❑ Yes(additional s.f.to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? talo ❑*Yes (additional increase in building value: ) (contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) VApproved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments .,De Review Required: ,f X —7 Planning&Zoning Reviewed By Tree Administrator PublicWT orks OECEIVEi. Public Utilities /e7 / /� Public Safety OCT 1 5 2019 Date Fire Services i i Updated 10/17/18 BY: RIGHT-OF-WAY/ EASEMENT PERMIT APPLICATION ( **ALL INFORMATION P+ '°'{ City of Atlantic Beach HIGHLIGHTED IN GRAY IS 800 Seminole Road, Atlantic Beach, FL 32233 REQUIRED. PERMITTEE RESPONSIBLE FOR NOTIFYING 811 AND OBTAINING UTILITY LOCATES �/, Job Address20 \\In Strer-1IBPermit Number {`,J`ICI' O 53 Contractor Information Company IA mills Const[uct10fl onsuI-hit Lic �YIC� l.l�lr� allifying Agent Address i ' LQ Phi" I pS City UQL SV 11VI I 1ltJ State FL Zip 5225(C)Phone gQLi 1Q 6'? 4 LI LQ D 52007(.0 , r�(' rE,mail Jon ny& i lOYcis con stru(T V() InP,f State Certification/Registrationis #(6 c I 2O02L �( r' a G ArchitectJD tQf lI fl, t/�' t PhonegvtJ 1U1 0�2 0 Emailj noVtilo t Jiff Engineer LOU `96r)--9 O Phone"IOil 2,I Z ago U Email pont(GQ @ 1 P O ,Corn l Workers Compensation Insurer -NQ V LeUS1 nOR Exempt n Expiration Date 5)MO • Permittee declares that prior to filing this application they have ascertained the location of all existing utilities, both aerial and underground and the accurate locations are shown on the sketches. • Whenever necessary for the construction, repair, improvement, maintenance,safe and efficient operation,alteration or relocation of all,or any portion of said street or easement as determined by the Public Works Director, any or all said poles, wires, pipes,cables or other facilities and appurtenances authorized hereunder,shall be immediately removed from said street or easement or reset or relocated hereon as required by the Public Works Director and at the expense of the Permittee unless reimbursement is authorized. • All work shall meet it of Atlantic Beach or FI•rida Department of Transportation Standards and be performed under the supervision of n „ /11 1 (Project Superintendent)' f with (Company Name) Mir 1 1 IA PhoneAVII j.a S(' _`( l�b • All materials and equipment shall be subject to inspection by the Public Works Director. • All city property shall be restored to its original condition as far as practical, in keeping with City specifications and the manner satisfactory to the City. • A sketch of plans covering details of this installation,as well as a copy of a recent survey shall be rYlade a part of this`permit. Calculations showing any increase in impervious area on owner's lot or in the City right-of-way are to be included with this application. nn • The permittee shall commence actual construction in good faith within 'JO days. If the be ning�iate iTS'olgire than 60 days from date of permit approval then permittee must review the permit with the Public Works Director to make sure no changes have occurred in the area that would affect the permitted construction. y,,.,.. ,-1- • ; • It is understood and agreed that the rights and privileges herein set out are granted only t�the extent of the City's right, title and interest in the land to be entered upon and used by the holder, and the holdk411,at'all times, assume all risk of and indemnify, defend and save harmless the City of Atlantic Beach from and against any and all loss,damage and cost of expenses arising in any manner of the exercise or attempted exercises by the holder of the aforesaid rights and privileges. • w lic W• s D' ecto'shall be notified 24 hours prior to starting work and again immediately upo co •letion. oDate /0 0 Permittee(signed in presence of •tary Public) • STATE OF FLORIDA,COUNTY OF DUVAL ck ( The foregoing instrument was acknowledged this day of (I (J (/ , 20 19 , by L LAc>Lc ,who pe ss`onnally apgRAV 6 r8ome and (printe ame of Permittee) NOTARY PUBUC acknowledged that he/she signed the instrument voluntarily for the purpose expressed in it. =STATE OF FLORIDA +ri..!-ira Comm#GG048385 V Expires 11/20/2020 el:).___7 — Personally Known Signature of Notary Public,State of Florida [ ] Produced Identification(Type) H:\Applications&Forms\Word&Excel Document Originals\201801001 Right-of-Way Easement Permit Application.docx Revision Date:10/1/18 4,5�-Lv�j City of Atlantic Beach APPLICATION NUMBER ;� * Building Department (To be assigned by the Building Department.) 1 800 Seminole Road + C (� /� -� Atlantic Beach, Florida 32233-5445 R lcc is `"b - 00s3 Phone(904)247-5826 • Fax(904)247-5845 .)? E-mail: building-dept@coab.us Date routed: z/15 I l9 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address:�Z� 1 ( Department review required Yes No Cosuo•Applicant: L 1 d( d S n nning &Zoning Tree Administrator Project: 1\.) t) HOM E OIL) S �ublic WorRs�� is Utilif�5� Pu lic a ety Fire Services Review fee $ 1/4_ 9, tV 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 N STATUS Reviewing Department First Review: Approved. ❑Denied. ['Not applicable (Circle one.) Comments: plans Tot. La r3e - r LQser-c „, BUILDING PLANNING &ZONING Reviewed by: - / �g TREE ADMIN. Second Review: Approved as revi d. ❑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 0,,,... .,,....,“;,;,,, City of Atlantic Beach rr` PUBLIC UTILITIES DEPARTMENT sS, ►� 902 Assisi Lane 1 7 Jacksonville, FL 32233 e,i;J�,!;y/ (904) 247-5834 NEW WATER / SEWER TAP REQUEST Date 2- / g-/ Service Address ,,�Zn /1 Chk) 57 Number of Units Commercial Residential Multi-Family .3/ New Water Tap(s) & Meter(s) Meter Size(s) q New Irrigation Meter Upgrade Existing Meter from to (size) 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 # ?E3 19 — DO 53 EX'STi cp H cM El Water System Development Charge $ Sewer System Development Charge $ Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ SO , Cho Other $ TOTAL $ 5C r Uv (Notes) APPROVED c_ ( � _. Date 2-1 .--/ 9 P Iic 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: I /it Application#: fEs1doOs3 Project Address: 32-O 1 { 1-. Check Box Check APPLICATION TRACKING COMMENTS to Add Box to Comme 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 d Utilities needed, call 247-5878. 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 17( 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 Requirement At a minimum, will require a double check backflow preventer. ❑ 0 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 ❑ 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. ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ �S J_%!; City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) J i� 800 Seminole Road / \ Atlantic Beach, Florida 32233-5445 R ES�t - vvJ3 Phone(904)247-5826 • Fax(904)247-5845 "'.- ;:i}r E-mail: building-dept@coab.us Date routed: Z/1 J 119 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address:,D(-0 t. ��--� J( Department review required Yes No `I (uildina , Applicant: Lod ; Co�s-l-f`vcq-icr\ nning &Zonin Tree Administrator Project: C kmm & Cpm Sublic or ic-CITIII Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Ga' Florida Dept. of Environmental Protection e� Florida Dept. of Transportation �.C' St.Johns River Water Management District `"‹ (- Army Corps of Engineers Division of Hotels and Restaurants c.U Division of Alcoholic Beverages and Tobacco V` Other: APPLICATION STATUS Reviewing Department First Review: ❑Approved. [Denied. ['Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 3- "I-.2019 TREE ADMIN. Second Review: ['Approved as revised. feni d. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: ir\ Date: �-/ ?"-/V FIRE SERVICES Third Review: Approved as revised. ❑Denie ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 1 rs,�= Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN J ' City of Atlantic Beach Building Department GRAY IS REQUIRED. 1 800 Seminole Rd, Atlantic Beach, FL 32233 F EiOt ` Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: / 6 l) OFFICE COPY Revision to Issued Permit OR Corrections to Comments Date: 9//(/19 Project Address: 3,2o /( ' Contractor/Contact Name: u°y ces C"s/n Ton a4ld4' Co,4s0-/r., • z Contact Phone: (2'0471) 3 2/60 Email: So „Nip_ LC-0i�n5cow s7nr Rocor./, NE' �J Description of Proposed Revision/Corrections: ff p p' [e U e w nit wt I� (k6_, q_s M tk-•\ (-QV cc J w C -❑ RECEIVED affirm the revision/correction to comments is inclusive of the Is-Hallam-yr. (printed name) Lu'J • Wil roposed revision/corrections add additional square footage to original submittal? Bullding Department No ❑ Yes(additional s.f.to be added: ) City of Atlantic Beact;, f 1. • Wi 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: (Office Use Only) Approved ❑ Denied I Not Applicable to Department Permit Fee Due O.D Revision/Plan Review Comments C_OR/ere/ h pie A- tip clo10 6.0pf g y / q/d,ps �Y� i S t s i/ wail•„C +fir "mac& in ' z-er.a Department Review Required: Build _ anning&Zoning , Reviewed By Tree Administrator u lic Works` Public Utilities /0-/-17 Public Safety Date Fire Services Updated10/17/18 Revision Request/Correction to Comments **ALL INFORMATION a%t�v`� HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. " 800 Seminole Rd, Atlantic Beach, FL 32233 `�9 v Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: Jt. -0053 ir Revision to Issued Permit OR ❑ Corrections to Comments Date: (////1 Project Add : 1rh A4-14,1.h'c_ uc/n 1i' 3a1.),3 3 Contractor/Contact Name: Oyds (G'r`3,/ud/AA Z` 6.4.4_54/-4,_ , c �. Contact Phone: qv-if ("-3• t/t' ' Email: Q2,'i/ (Id 0/C.v 00,1 "��1?/4.4t— Description of Proposed Revision/Corrections: 4;14-A (% treI /'Gk yc 7Se.`(zg o-f pl s So. a , so . t. s 1 .o S c/ f4 � -- S1 , 4 SZ<D( S zt t SZ� I S, t, o4 l( 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? 3 No ❑ Yes (additional s.f.to be added: • Will proposed revision/corrections add additional increase in building value to original submittal? IXINo ❑*Yes (additional increase in building value:$ — ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use Only) ❑ Approved !Denied C Not Applicable to Department Permit Fee Du $ 6 Revision/Plan Review Comments 0/ atoivt S 12-etVeflee/ ,lotvl no 4- ;leen 3JOAAq'We /f SrncrnPtSto /- Department Review Required: Buildin: irr‘ ' anning& Zoning Reviewed By Tree As ministrator Public Works Public Utilities Public Safety Date Fire Services Updated 10/17/18 'irk Revision Request/Correction to Comments **ALL INFORMATION 141)? "'� HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. ,' 800 Seminole Rd, Atlantic Beach, FL 32233 � - V Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: �t ,sE9 -00 ❑ Revision to Issued Permit OR Corrections to Comments Date: f: Z 4"6 Project Address: 3 O //P-14c5 TrePi7L ` Q H rJf C. ,ac i1 Contractor/Contact Name: --114 D/WAs • (( nnlnt'( Contact Phone: 9 7'/ /,5 6 S.§,0 Email: SnlN�CD---(.1 f>1.4 5 CO c(.C'A. Description of ProposidRe on/Corrections: e coy 6_,44Pet, Prue uci- lopto l M + Chan e_ H-c-0 (-\-) b octc,Q affirm the revision/correction to comments is inclusive of the proposed changes. -� (printed name) • ill proposed revision/corrections add additional square footage to original submittal? LA No ❑ Yes (additional s.f.to be added: • 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: C1 (Office Use Only) ❑ Approved Denied ❑ Not Applicable to Department Permit Fee Due$ / Se -(QC) Revision/Plan Review Comments //Jo a l-t 40 12- c P 44 irvs3 /1 VOA, p�rJ O r IOl y De arment Review Required: Buildin Planning R Zonine �� eviewed By Tree Administrator ubli` c Works_-� p Public Utilities � / - / 7 Public Safety Date Fire Services Updated 10/17/18 OFFICE COPY Revision Request/Correction to Comments **ALL INFORMATION r1�i`ii HIGHLIGHTED IN ii, 1111111. ) City of Atlantic Beach Building Department GRAY IS REQUIRED. 'Or 800 Seminole Rd, Atlantic Beach, FL 32233` Q " Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT feESI! 'CIos3 ri Revision to Issued Permit OR 14. Corrections to Comments Date: 10 I1'4 119 Project Address: 3 2-0 IIT-11 5 i . Contractor/Contact Name: JAN e/41 (..1-0‘fo Contact Phone: (/70 /)(93.3 Vq(28 Email: Sorrily Q Lloyds cciiS c.cfpjiv. /1E-7- Description iTDescription of Proposed Revision/Corrections: l)i uss Deft,•J, An.%5 RFCEIVED 2) tZ,A.+ o wAY /C/tSellelk/ ?E 1 r /1/P. OCT 1 4 2019 I Lary tik Pc?zolocK affirm the revision/correction to comments is inclusive off tther osed hail e . ( inted name) Building �epartmerit City of Atlantic Beach, FL • Will proposed revision/corrections add additional square footage to original submittal? c.kijVo ❑ Yes (additional s.f.to be added: ) II bo Se i2L i9L1-01o1C of l) • Will proposed revision/corrections add additional increase in building value to original submittal? eialo ❑*Yes (additional increase in buildinggvvallue: ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent' (Office Use Only) ❑ Approved I/Denied ❑ Not Applicable to Department Permit Fee Due 000 Revision/Plan Review Comments ReSv ti "14 141 , S Ai S rn q!/ /-t► R-eati 71r-de's-S• 11 v r" r c_ CDI Le-Di To 1'c pi. , De Review Required: i uildi >` Planning&Zoning f Reviewed By Tree Administrator Public Works ?j Public Utilities J0—/-7-iy Public Safety Date Fire Services Updated 10/17/18 OFFICE COPY Revision Request/Correction to Comments **HIGHLIALL HIGHLIGHTED ON HIGHLIGHTED IN 410 \+ City of Atlantic Beach Building Department GRAY IS REQUIRED. 'MAY) 800 Seminole Rd, Atlantic Beach, FL 32233 C -(�� Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: SI� '"wV,3 Revision to Issued Permit OR /Corrections to Comments Date: l 0 )(Ss 1 xa � tl Project Address: t 4-k 5 Al 1 . Rte;(.-I, Contractor/Contact Name: L l o81. S Cnr• 1;13 I, 61,101)61( Contact Phone: L{O 2— Lip(per Email: Description of Proposed Revision/Corrections: ,/ 1 'S / J i d P _TrTJ5s La‘:,7 o MI`s-�e ca.) i L cerfeCotli fie / Iv ) `7 Lop, es . affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) E RECL.F-21VD • Will proposed revision/corrections add additional square footage to original submittal? ❑No ❑ Yes (additional s.f.to be added: OCT 1 8 2019 • Will proposed revision/corrections add additional increase in building value to original submittal? ❑No ❑*Yes (additional increase in building value: $ ) (contractorBoll i Cityr��iAval Al tl` JG *Signature of Contractor/Agent: ofl� anticBeach, Ft. , (Office Use Only) L'_J Approved ❑ Denied ❑ Not Applicable to Department Permit Fee e$ J• �� Revision/Plan Review Comments • tment Review Required: Building • Zoning Reviewed By Tree Administrator Public Works Public Utilities /0 Public Safety Date Fire Services Updated10/17/18 f---- `is \ CITY OF ATLANTIC BEACH j800 SEMINOLE ROAD "' OFA ATLANTIC BEACH, FL 32233 ICE E C O P Y (904) 247-5800 1 .0111E BUILDING REVIEW COMMENTS Date: 8/19/2019 Permit#: RES19-0053 Site Address: 320 11TH ST Review Status: denied RE#: 170065 0000 Applicant: LLOYD'S CONSTRUCTION AND Property Owner: GRIGGS ERIC CONSULTING LLC Email: sonny@Iloydsconstruction.net Email: ERIGGS@CKCAP.COM Phone: 9046834468 Phone: 9047164601 i 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 Comments: 1. Not able to read the truss numbers on truss lay out page. Submit 2 copies that are legible. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 Email:mjones@coab.us EMOli/ta! Q L1 1t/ S -l4- lq ilAiy 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 revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left 41. r-./( CITY OF ATLANTIC BEACH - s 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 JF�l fir. BUILDING REVIEW COMMENTS Date: 3/1/2019 Permit#: RES19-0053 Site Address: 320 11TH ST Review Status:denied RE#: 170065 0000 Applicant: LLOYD'S CONSTRUCTION AND Property Owner: GRIGGS ERIC CONSULTING LLC Email: sonny@Iloydsconstruction.net Email: ERIGGS@CKCAP.COM Phone: 904.683.4468 Phone: 9047164601 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 Comments: Building permit application is i ete. The qualifying agent sp eon the lication was left blank. Permit will not be proc- : • until applicant returns to complete the fo . �2. Submit 2 certifies gal surveys. A pdf will be attached to these plan review comm is showing the required su - s now needed for new construction in Atlantic Beach. v/3. Only on- et of Florida Product Approval Information Sheets were submitted. 2 are,needed. ✓4. No g.. .ge roll-up door has been submitted on the product approval information sheets. If not submitted no a revision must be submitted later or a separate permit will be required before/the door can be i i talled prior to the building final. ✓5. .ubmit 2 copies of the Evaluation Report for the siding product reported on the iiroduct approval information sheets, FL# 20742R-3. There is a siding in-progress inspection in Atlantic Beach and this report will aid the installers and inspectors as to the installation in our wind zone area. ►ubmit the product approval numbers for the roofing materials to be used. 'ubmit the product approval numbers for the exterior entry doors. r8. T e architectural/design drawing page A6, second floor hallway, has redlined notes on it to show that the ombination smoke/carbon monoxide alarms need to be moved closer to the bonus room to be comp '.nt with spacing requirements from bedroom rs. ✓9. Submit 2 copies of signed and sealed structural ' ding plans. ,/10. Submit 2 copies of engineered truss plan "be signed also by the EOR. Building Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach OFFICE COPY r �'� , ry i* ``J � Permit Reviews e f.+_ J � City of Atlantic Beach -"4,o;t 9' Mechanical equipment is adjacent to neighbors detached garage,plans submitted prior to code change 8/9/2019 8/19/2019 8/23/2019 BUILDING Building DENIED Notes: PRODUCT APPROVALS TRUSS DWG"S. EVALUATIONS TOPO SURVEY Correction Comments: 1.Not able to read the truss numbers on truss lay out page.Submit 2 copies that are legible. Revsion did not 8/9/2019 8/13/2019 8/23/2019 PUBLIC WORKS Public Works DENIED address Correction Items Notes: Provide construction site management plan including location of silt fence,dumpster,portable toilet. Right-of-Way Permit is required if using right- of-way for construction parking. Provide drainage plans showing site topography(flow arrows,etc.). Provide erosion and sediment control plans with installation details. Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). A Revocable Encroachment Agreement must be submitted. All runoff must remain on-site. Cannot raise lot elevation. Provide manufacturer cut sheets for 50%credit on pervious pavers. Documentation shows impervious areas are over the 50%allowed by City code. See Conditions of Approval that will be printed on Permit. See Attachment-Letter emailed to Applicant and Property Owner. Review Group:3RD REVIEW 9/12/2019 9/26/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: NEW C-01 FOR COMMENTS 9/12/2019 9/23/2019 9/26/2019 ZONING Zoning APPROVED Notes: 9/12/2019 10/1/2019 9/26/2019 BUILDING Building APPROVED Notes: There are still items from an earlier review that have not been submitted.This is not approval of the permit application. 9/12/2019 9/13/2019 9/26/2019 PUBLIC WORKS Public Works APPROVED Received 9/13/19 W/CONDITIONS Notes: See Conditions of Approval that will be printed on Permit. A Revocable Encroachment Agreement must be submitted. Printed: Monday,07 October, 2019 2 of 3 0 ri, V-I:or �s' s„ Permit Reviews ri.'„,.: City of Atlantic Beach _____,.) Permit Number: RES19-0053 Description: NEW SINGLE FAMILY HOME Applied: 2/15/2019 Approved: 10/1/2019 Site Address:320 11TH ST Issued: Finaled: City,State Zip Code:Atlantic Beach, Fl 32233 Status: HOLD Applicant: <NONE> Parent Permit: Owner: GRIGGS ERIC Parent Project: Contractor: <NONE> Details: LIST OF REVIEWS SENT DATE RETURNED DUE DATE TYPE CONTACT STATUS REMARKS DATE Review Group: 1ST REVIEW 8/1/2019 8/1/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: 2 SETSOF PLANS ARCH.&STRU. 8/1/2019 8/5/2019 8/15/2019 ZONING Zoning DENIED Notes: Survey:Please submit a certified topographical survey. Trees:The required tree mitigation from the outstanding tree removal permit for this lot will need to be met before final inspections.Also,note that two 4"caliper shade trees,with at least one in the front yard,are required for new homes in "Old Atlantic Beach". 8/1/2019 8/6/2019 8/15/2019 BUILDING Building DENIED Notes: 2 SETSOF PLANS ARCH.&STRU. All information asked for on 3.4.19 has not been submitted on the recent resubmittal sheet. Review Group:2ND REVIEW 8/9/2019 8/9/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: PRODUCT APPROVALS TRUSS DWG"S. EVALUATIONS TOPO SURVEY 8/9/2019 I 8/12/2019 I 8/23/2019 I ZONING I Zoning I APPROVED Notes: PRODUCT APPROVALS TRUSS DWG"S. EVALUATIONS TOPO SURVEY Printed: Monday,07 October,2019 1 of 3 r OFFICE COPY ' t Permit Reviews - `r c) .......,) _____) ' ! r City of Atlantic Beach Review Group:AUTO 2/15/2019 2/15/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: 2/15/2019 3/4/2019 3/4/2019 BUILDING Building DENIED Notes: Correction Comments: 1. Building permit application is incomplete.The qualifying agent space on the application was left blank. Permit will not be processed until applicant returns to complete the form. 2.Submit 2 certified legal surveys.A pdf will be attached to these plan review comments showing the required surveys now needed for new construction in Atlantic Beach. 3.Only one set of Florida Product Approval Information Sheets were submitted. 2 are needed. 4. No garage roll-up door has been submitted on the product approval information sheets.If not submitted now a revision must be submitted later or a separate permit will be required before the door can be installed prior to the building final. 5.Submit 2 copies of the Evaluation Report for the siding product reported on the product approval information sheets,FL#20742R-3.There is a siding in-progress inspection in Atlantic Beach and this report will aid the installers and inspectors as to the installation in our wind zone area. 6.Submit the product approval numbers for the roofing materials to be used. 7.Submit the product approval numbers for the exterior entry doors. 8.The architectural/design drawing page A6,second floor hallway,has redlined notes on it to show that the combination smoke/carbon monoxide alarms need to be moved closer to the bonus room to be compliant with spacing requirements from bedroom doors. 9.Submit 2 copies of signed and sealed structural building plans. 10.Submit 2 copies of engineered truss plans,to be signed also by the EOR. APPROVED 2/15/2019 2/20/2019 3/4/2019 PUBLIC UTILITIES Public Utilities W/CONDITIONS Recd 2/15/19 Notes: See Conditions of Approval that will be printed on Permit. 2/15/2019 2/22/2019 3/4/2019 PUBLIC WORKS Public Works DENIED Notes: Provide construction site management plan including location of silt fence,dumpster,portable toilet. Right-of-Way Permit is required if using right- of-way for construction parking. Provide drainage plans showing site topography(flow arrows,etc.). Provide erosion and sediment control plans with installation details. Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 400 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). A Revocable Encroachment Agreement must be submitted. All runoff must remain on-site. Cannot raise lot elevation. Provide manufacturer cut sheets for 50%credit on pervious pavers. Documentation shows impervious areas are over the 50%allowed by City code. See Conditions of Approval that will be printed on Permit. See Attachment-Letter emailed to Applicant and Property Owner. 2/15/2019 2/25/2019 3/4/2019 ZONING Brian Broedell DENIED Notes: Height:Please provide the exact height as measured from grade. Mechanical Equipment:Section 24-83(c) prohibits A/C and other mechanical equipment within the 5 foot side yard setback when adjacent to the living area of the neighboring property. Please show that this requirement is being met or revise plans accordingly. Survey:Section 24-67(c)requires a certified survey.Please provide a certified survey. **Zoned RS-1 Printed: Monday,07 October, 2019 3 of 3 • �S r l Jia AL y '', `S CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 J;tl9 SUBMITTAL COMPLETENESS REVIEW COMMENTS Date: 8/6/2019 Permit#: RES19-0053 Site Address: 320 11TH ST Review Status: denied REU: 170065 0000 Applicant: LLOYD'S CONSTRUCTION AND Property Owner: GRIGGS ERIC CONSULTING LLC Email: sonny@lloydsconstruction.net Email: ERIGGS@CKCAP.COM Phone: 9046834468 Phone: 9047164601 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 Comments: 1. Resubmittals of all information requested on 3.4.2019 needs to be submit all at the same time. Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904) 247-5844 Email:mjones@coab.us e i q / F.6-17 fry 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 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. OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW — OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft') Non-Habitable Space (ft') /1 ) 2 LAND INFORMATION: Zoning District I - S ` 1. Flood Zone ?(. / Minimum FFE BUILDING INFORMATION: Construction Type V Occupancy Group S flsi 4, Fa Yti teS. Number of Stories 3 Max Occupancy Load Fire Sprinklers Required CONDITIONS/ COMMENTS: Rev. 2.7.2018 Doc # 2019035945, OR BK 18690 Page 2469, Number Pages: 1 , Recorded 02/13/2019 01 :37 PM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $10. 00 OFFICE COPY NOTICE OF COMMENCEMENT (PREPARE IN DUPLICATE) Perm4No. ( -S//9-Ua,�3 State of I/�y'l.wi. Tax lo No. l l'1 County [7)L)ara_ To whom it may concern: The undersigned hereby Informs you that Improvements will be made to certain real property,and In accordance with Section 713 of the Florida Statutes,the following information Is stated In this NOTICE OF COMMENCEMENT. Legal description of property being improved: $-(P 9 Ib-Zs -79 /tTL,q„t I C PCH Lor S gtlc' i3 Address of property being improved: 31.0 I S 4- [..L72-z31 ,�Ti•gw r►c.3 General description of improvements: /VC t..> Sr.-tete F4- 1/4 Z• Al..) -rrE Ca..J�T�tucTl.)r.J Owner I 41 G S Address PID IS 4Tc. ' IL /3 LV yQ• 'TL 'Tic Rol 01 FL 223R3 Owner's interest in site of the improvement ,r Zn E Fee Simple Titleholder(if other than owner) , (((}� Name Address Contractor N�C� �� � ���� p Address NI Phone No. - L. +,, h i- L _' Fax No. - 1. I in; Surety(if any) Address Amount of bond$ Phone No. Fax No. Name and address of any person making a loan for the construction of the Improvements. Name Address Phone No. Fax No. Name of person vrithin the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served' Name Address Phone No. Fax No. In addition to himself,owner designates the following person to receive a copy of the Lienor's Notice as provided In Section 713.06(2)(b),Florida Statutes.(Fill in at Owner's option). Name Address Phone No. Fax No. Expiration date of Notice of Commencement(the expiration date Is one(1)year from the date of recording unless a different date is specified): THIS SPACE FOR RECORDER'S USE ONLY C _� c.8,...— 1 Before rr»this rt'4 net DATE Zi uz1 Zc%t �yof %txtiX_ 2ce tithe 11 (lll11% camp or Duval,state ombride.eat perso�y eppsrrad `%% !C L Uis+��i� htmseW fhanNra artrri ,+y!ali stetornents and dectaratices herein \G4 ��,� '�� an true and accurate 4,7;.‘r/14,0T�Q}-\0 iii IWO My Exp to. C' — , 1e xi- =N L No.pp Pusec at Largo,State ca-fir .Coady of x �:�S'a r�� Personas,Known, My cornrnassion expires: ti�rcntZL?2__ —'j�'.14FA� t.10 SQ`,� Produced Identification P' vl� ` -%l>erS t-sce-s, 'ith.F FL..,:-- 1 Ia 1 Rorcolq FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lloyds Construction Griggs Residence Builder Name: Street: 11th Street Permit Office: City,State,Zip: Atlantic City ,FL,32233 Permit Number Owner: Griggs Jurisdiction: Design Location: FL,Jacksonville County: duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(4282.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame-Wood, Exterior R=13.0 4027.70 ft' b. Frame-Wood,Adjacent R=13.0 255.00 ft' 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10.Ceiling Types (2049.0 sqft.) Insulation Area a. Under Attic(Vented R=38.0 2049.00 ft' 6. Conditioned floor area above grade(ft') 3529 b. N/A R= ft2 Conditioned floor area below grade(ft') 0 C. N/A R= ft' 11. Ducts R ft' 7. Windows(713.0 sqft.) Description Area a.Sup:First Floor,Ret:First Floor,AH:Second Flo 6 352.9 a. U-Factor: Dbl, U=0.30 713.00 ft' b.Sup: Attic, Ret:Attic,AH:Second Floor 6 352.9 SHGC: SHGC=0.25 b. U-Factor: N/A ft2 12. Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 36.0 SEER:15.00 c. U-Factor: N/A ft' b.Central Unit 30.0 SEER:15.00 SHGC: 13. Heating systems kBtu/hr Efficiency ft' d. U-Factor. N/A a.Electric Heat Pump 36.0 HSPF:8.50 SHGC: b. Electric Heat Pump 30.0 HSPF:8.50 Area Weighted Average Overhang Depth: 4.559 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems 8. Floor Types (3529.0 sqft.) Insulation Area a Electric Cap:50 gallons a. Slab-On-Grade Edge Insulation R=0.0 2049.00 ft' EF 0.950 b. Conservation features b. Floor Over Other Space R=13.0 1401.00 ft' None c.other(see details) R= 79.00 ft' 15.Credits Pstat • Glass/Floor Area: 0.202 Total Proposed Modified Loads: 89.71 PASS Total Baseline Loads: 96.98 I hereby certify that the plans and specifications covered by Review of the plans and .0'.... . r ••THE Sr •,.' •:, this calculation are in compliance with the Florida Energy specifications covered by this '•y,. ;;,• ff•:. Code. calculation indicates compliance '..kr.c • `, ,.••... 1, with the Florida Energy Code. r aL:,n,,, r•• ' ; PREPARED BY: Maggie Sims 4'; of - g$ _ Before construction is completed I.� �-'�� -..:.,rem:� 's DATE: ___ this building will be inspected for ` tx` _._:L :t,=- -I. li-c o 2019.02.14 09:35:17-05'00 compliance with Section 553.908 ,`..' n :4 I hereby certify that this building, as designed, is in compliance Florida Statutes. :\r''•ii' '_ ,. with the Florida Energ o '• . OD �,.• -- OWNER/AGEN BUILDING OFFICIAL: 4/() DATE: • DATE: - 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 7.00 ACH50(R402.4.1.2). 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shall include: ❑ This checklist ❑ A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report(one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). O Energy Performance Level(EPL) Display Card(one page) ❑ HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 O Mandatory Requirements (five pages) Required prior to CO for the Performance Method: ❑ Air Barrier and Insulation Inspection Component Criteria checklist(Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) ❑ If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report(usually one page) 2/14/2019 9:33:10 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lloyds Construction Griggs Residence Builder Name: Street: 11th Street Permit Office: City,State,Zip: Atlantic City , FL,32233 Permit Number: Owner: Griggs Jurisdiction: Design Location: FL,Jacksonville County: duval(Florida Climate Zone 2) 1. New construction or existing New(From Plans) 9. Wall Types(4282.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a.Frame-Wood,Exterior R=13.0 4027.70 ft' b.Frame-Wood,Adjacent R=13.0 255.00 ft2 3. Number of units,if multiple family 1 c.N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 10.Ceiling Types (2049.0 sqft.) Insulation Area 5. Is this a worst case? No a.Under Attic(Vented) R=38.0 2049.00 ft2 6. Conditioned floor area above grade(ft2) 3529 b.N/A R= ft' Conditioned floor area below grade(ft') 0 c. N/A R= ft' 11.Ducts R ft2 7. Windows(713.0 sqft.) Description Area a.Sup:First Floor,Ret:First Floor,AH:Second Flo 6 352.9 a. U-Factor: Dbl,U=0.30 713.00 ft' b.Sup: Attic,Ret:Attic,AH:Second Floor 6 352.9 SHGC: SHGC=0.25 b. U-Factor: N/A ft' 12.Cooling systems kBtu/hr Efficiency SHGC: a.Central Unit 36.0 SEER:15.00 b.Central Unit 30.0 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13.Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a.Electric Heat Pump 36.0 HSPF:8.50 SHGC: b.Electric Heat Pump 30.0 HSPF:8.50 Area Weighted Average Overhang Depth: 4.559 ft. Area Weighted Average SHGC: 0.250 14. Hot water systems a.Electric Cap:50 gallons 8. Floor Types (3529.0 sqft.) Insulation Area EF:0.950 a.Slab-On-Grade Edge Insulation R=0.0 2049.00 ft2 b. Conservation features b.Floor Over Other Space R=13.0 1401.00 ft' None c.other(see details) R= 79.00 ft2 15.Credits Pstat Total Proposed Modified Loads: 89.71 Glass/Floor Area: 0.202 PASS Total Baseline Loads: 96.98 I hereby certify that the plans and specifications covered by Review of the plans and •0O.'{1 E ST,q� ,,,.• this calculation are in compliance with the Florida Energy specifications covered by this •'v, = f--.' 0 Code. calculation indicates compliance :•y.,,,,.�v• • = -'dot.,% with the Florida Energy Code. &.f a�,,,'c"', °., ,• �0 PREPARED BY: Maggie Sims Before construction is completed ? u1!'-loo .` vo ? DATE: this buildingwill be inspected for ` a ��_ ` G ' P ice•._ I �� ;a : 2019.02.14 09:35:17-05'00 compliance with Section 553.908 , ;� tr I herebycertifythat this building,as designed, is in compliance Florida Statutes. •': 1 .., C :` 9 P with the Florida Ener C :G'Op HrF �. OWNER/AG NT: �� BUILDING OFFICIAL: / ' '� DATE: ,L i4 `1 DATE: _ j 4%2-0/7 - 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 7.00 ACH50 (R402.4.1.2). 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: Lloyds Construction Griggs R Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 3529 Lot# Owner Name: Griggs Total Stories: 3 Block/Subdivision: #of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 11th Street Permit Office: Cross Ventilation: County: duval Jurisdiction: Whole House Fan: City,State,Zip: Atlantic City , Family Type: Single-family FL, 32233 New/Existing: New(From Plans) Comment: CLIMATE V Design Location TMY Site Design Temp Int Design Temp Heating Design Daily Temp 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 Blockl 2049 21514.5 2 Block2 1480 14626.2 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 First Floor 2049 21514.5 Yes 2 1 1 Yes Yes Yes 2 Second Floor 1401 14010 No 2 2 1 Yes Yes Yes 3 Third Floor 79 616.2 No 0 0 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio First Floor 180 ft 2049 ft2 ____ 0 0 1 2 Floor Over Other Space Second Floor ____ ____ 1401 ft2 13 0 0 1 3 Floor Over Other Space Third Floor ____ ____ 79 ft2 0 0 1 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 2292 ft2 0 ft2 Medium N 0.75 No 0.9 No 0.5 26.6 / ATTIC V # Type Ventilation Vent Ratio(1 in) Area RBS IRCC 1 Full attic Vented 300 2049 ft2 N N 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 2 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT CEILING V # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Vented) Third Floor 38 Blown 79 ft2 0.11 Wood 2 Under Attic(Vented) Second Floor 38 Blown 1322 ft2 0.11 Wood 3 Under Attic(Vented) First Floor 38 Blown 648 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below # Sace Omt To Wall Type P R-Value Ft In Ft In Area R-Value Fraction Ahsnr Grade% 1 N Exterior Frame-Wood First Floor 13 8 6 10 85.0 ft2 0.5 0.23 0.3 0 2 N Garage Frame-Wood First Floor 13 22 6 10 225.0 ft2 0.5 0.23 0.01 0 3 E Garage Frame-Wood First Floor 13 3 10 30.0 ft2 0.5 0.23 0.01 0 4 E Exterior Frame-Wood First Floor 13 64 10 640.0 ft2 0.5 0.23 0.3 0 5 S Exterior Frame-Wood First Floor 13 35 10 350.0 ft2 0.5 0.23 0.3 0 6 W Exterior Frame-Wood First Floor 13 28 10 280.0 ft2 0.5 0.23 0.3 0 7 N Exterior Frame-Wood First Floor 13 4 10 40.0 ft2 0.5 0.23 0.3 0 8 W Exterior Frame-Wood First Floor 13 40 8 10 406.7 ft2 0.5 0.23 0.3 0 9 N Exterior Frame-Wood Second Floor 13 39 0 10 390.0 ft2 0.5 0.23 0.3 0 10 E Exterior Frame-Wood Second Floor 13 47 10 470.0 ft2 0.5 0.23 0.3 0 11 S Exterior Frame-Wood Second Floor 13 39 10 390.0 ft2 0.5 0.23 0.3 0 12 W Exterior Frame-Wood Second Floor 13 35 5 10 354.2 ft2 0.5 0.23 0.3 0 13 W Exterior Frame-Wood Second Floor 13 11 7 10 115.8 ft2 0.5 0.23 0.3 0 14 N Exterior Frame-Wood Third Floor 13 22 7 8 168.7 ft2 0.5 0.23 0.3 0 15 E Exterior Frame-Wood Third Floor 13 9 6 7 8 72.8 ft2 0.5 0.23 0.3 0 16 S Exterior Frame-Wood Third Floor 13 22 7 8 168.7 ft2 0.5 0.23 0.3 0 17 W Exterior Frame-Wood Third Floor 13 12 6 7 8 95.8 ft2 0.5 0.23 0.3 0 DOORS V # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated First Floor None .46 3 6 8 20 ft2 2 E Wood First Floor None .46 3 6 8 20 ft2 3 W Wood First Floor None .46 3 6 8 20 ft2 WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Omt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.3 0.25 N 18.0 ft2 8 ft 0 in 2 ft 0 in Drapes/blinds None 2 E 4 Vinyl Low-E Double Yes 0.3 0.25 N 72.0 ft2 1 ft 4 in 12 ft 0 in Drapes/blinds None 3 E 4 Vinyl Low-E Double Yes 0.3 0.25 N 9.0 ft2 1 ft 4 in 10 ft 0 in Drapes/blinds None 4 S 5 Vinyl Low-E Double Yes 0.3 0.25 N 192.0 ft2 10 ft 0 in 2 ft 0 in Drapes/blinds None 5 S 5 Vinyl Low-E Double Yes 0.3 0.25 N 24.0 ft2 10 ft 0 in 1 ft 0 in Drapes/blinds None 6 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 36.0 ft2 1 ft 4 in 3 ft 0 in Drapes/blinds None 7 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 6.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 8 W 6 Vinyl Low-E Double Yes 0.3 0.25 N 36.0 ft2 1 ft 4 in 12 ft 0 in Drapes/blinds None 9 W 8 Vinyl Low-E Double Yes 0.3 0.25 N 36.0 ft2 5 ft 0 in 2 ft 0 in Drapes/blinds None 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 3 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT WINDOWS Orientation shown is the entered,Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 10 W 8 Vinyl Low-E Double Yes 0.3 0.25 N 48.0 ft2 5 ft 0 in 2 ft 0 in Drapes/blinds None 11 N 9 Vinyl Low-E Double Yes 0.3 0.25 N 20.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 12 N 9 Vinyl Low-E Double Yes 0.3 0.25 N 8.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 13 E 10 Vinyl Low-E Double Yes 0.3 0.25 N 12.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 14 E 10 Vinyl Low-E Double Yes 0.3 0.25 N 72.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 15 S 11 Vinyl Low-E Double Yes 0.3 0.25 N 16.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 16 W 12 Vinyl Low-E Double Yes 0.3 0.25 N 36.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 17 W 13 Vinyl Low-E Double Yes 0.3 0.25 N 32.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 18 N 14 Vinyl Low-E Double Yes 0.3 0.25 N 4.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 19 S 16 Vinyl Low-E Double Yes 0.3 0.25 N 4.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None 20 W 17 Vinyl Low-E Double Yes 0.3 0.25 N 32.0 ft2 1 ft 4 in 2 ft 0 in Drapes/blinds None GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 596.25 ft2 596.25 ft2 69 ft 10 ft 1 INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000456 4216.4 231.48 435.32 .2936 7 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.5 36 kBtu/hr 1 sys#1 2 Electric Heat Pump/ Split HSPF:8.5 30 kBtu/hr 2 sys#2 COOLING SYSTEM V # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 15 36 kBtu/hr 1050 cfm 0.83 1 sys#1 2 Central Unit/ Split SEER: 15 30 kBtu/hr 875 cfm 0.85 2 sys#2 HOT WATER SYSTEM V # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None First Floor 0.95 50 gal 60 gal 120 deg None 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 4 of 5 FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT SOLAR HOT WATER SYSTEM VFSEC 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 First Floor 6 352.9 ft First Floor 88.225 Default Leakage Second Flo (Default) (Default) 1 1 2 Attic 6 352.9 ft Attic 88.225 Default Leakage Second Flo (Default) (Default) 2 2 TEMPERATURES Programable Thermostat:Y Ceiling Fans: CoolingJan Feb Mar Apr Ma Jun [X]Jul Au X]Se Oct Nov Ix)Dec HeatinX Jan )< Feb X Mar ' ' Apr f 1 May l Jun [ ]Jul 4 Aug 4 ]Sep ' ' Oct Nov Dec Ventin Jan Feb X Mar `X A r [ Ma [ Jun [ ]Jul [ Au [ ]Se `X Oct Nov Dec 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 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System None 0 0 0 1 -Electric Heat Pump 0% 1 -Central Unit None 0 0 0 2-Electric Heat Pump 0% 2-Central Unit MASS Mass Type Area Thickness Furniture Fraction Space Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 First Floor Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Second Floor Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Third Floor 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 5 of 5 2017 EPL DISPLAY CARD ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 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 Second Floor 3. No.of units(if multiple-family) 3. 1 4. Number of bedrooms 4. 3 13. Cooling system: Capacity 66.0 a)Split system SEER 15.0 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. 3529 d)Room unit/PTAC EER e)Other 7.Windows,type and area a)U-factor:(weighted average) 7a. 0.300 b)Solar Heat Gain Coefficient(SHGC) 7b. 0.250 14. Heating system: Capacity 66.0 c)Area 7c. 713.0 a)Split system heat pump HSPF 8.5 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 9. Floor type, insulation level: a)Slab-on-grade(R-value) 9a. 0.0 b)Wood, raised(R-value) 9b. 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. 13.0 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. 13.0 2. Masonry(Insulation R-value) 10B2. 16. HVAC credits claimed(Performance Method) 11. Ceiling type and insulation level a)Ceiling fans a)Under attic 11a. 38.0 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 complied with the Florida Building Code, Energy Conservation,through the above energy saving features which will be installed (or exceeded)in this home before final inspection.Otherwise, a new EPL display card will be c mpleted based on installed code compliant features. lz.V."-- Builder Si natur • Date: �/�7 /( Address of New Home: 11th Street City/FL Zip: Atlantic City, FL 32233 2/14/2019 9:33:16 AM EnergyGauge®USA 6.0.02(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: 11th Street Permit Number: Atlantic City ,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 enveloplee 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. O 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 leakage Windows,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 Us/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. 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) nR402.4.4 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 L/s)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. n R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. n 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/RESNET/ICC 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 manufacturer's 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. ❑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. 2/14/2019 9:33 AM 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'/ 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. n 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 R403.6.1. 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 2/14/2019 9:33 AM 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. ElR403.7.1.2.1 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. sal requirements calculated according to the procedure Electric selectedresistance in Section R4furnaces03.h7.1l.be sized within 4 kW of the design ❑ 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. 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. 111R403.10.4 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. 2/14/2019 9:33 AM 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. ❑ R403.11 Portable spas(Mandator9)he energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS ri 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. 2/14/2019 9:33 AM 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: Lloyds Construction Griggs Residence Builder Name: Street: 11th Street Permit Office: City,State,Zip: Atlantic City ,FL,32233 Permit Number- Owner: umber Owner: Griggs Jurisdiction: 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 insulation in an dropped ceilin /soffit Ceiling/attic the insulation and any gaps in the air barrier shall be sealed y ai g 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 sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per 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 spas. 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 piping 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 or 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 plates and walls or ceilings. a. In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 2/14/2019 9:33 AM EnergyGauge®USA 6.0.02(Rev. 1)-FlaRes2017 FBC 6th Edition(2017) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit#: Job Information Builder: Community: Lot: NA Address: 11th Street City: Atlantic City State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 Pascals)in Climate Zones 1 and 2. O PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50)value,as shown on Form R405-2017(Performance)or R406-2017(ERI),section labeled as infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ERI): 7 000 x 60 = 36141 = Method for calculating building volume: CFM(5O) Building Volume ACH(50) 0 Retrieved from architectural plans PASS •Code software calculated n When ACH(50)is less than 3, Mechanical Ventilation installation O Field measured and calculated l I must be verified by building department. R402.4.1.2 Testing.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 Statues.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 thecode official.Testing shall be performed at any time after creation of all penetrations 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,back draft 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. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2/14/2019 9:33:34 AM EnergyGauge®USA 6.0.02(Rev.1)-FlaRes2017 FBC 6th Edition(2017)Compliant Software Page 1 of 1 wrightsoft Manual S Compliance Report Job: Lloyds Construction Gri... Date: Feb 13,2019 FIRST By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License.CAC058194 Gary Altman Project Information For: 11th Street,Atlantic Beach, FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 92.7°F Sensible gain: 27816 Btuh Entering coil DB: 76.0°F Outdoor design WB: 77.1°F Latent gain: 3643 Btuh Entering coil WB: 63.0°F Indoor design DB: 75.0°F Total gain: 31459 Btuh Indoor RH: 50% Estimated airflow: 1050 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: GENERIC 3 TON HP Model: Actual airflow: 1050 cfm Sensible capacity: 30000 Btuh 108%of load Latent capacity: 6000 Btuh 165%of load Total capacity: 36000 Btuh 114%of load SHR: 83% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 29161 Btuh Entering coil DB: 70.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: GENERIC 3 TON HP Model: Actual airflow: 0 cfm Output capacity: 36000 Btuh 123%of load Capacity balance: 0 °F Supplemental heat required: 0 Btuh Economic balance: 0 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 0 cfm Output capacity: 8.8 kW 103%of load Temp. rise: 0 °F Meets all requirements of ACCA Manual S. wrightsoft• 2019-Feb-14 09:30:46 /Il rt+ARight-Suite®Universal 2018 18.0.32 RSU27534 Page 1 ...nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N Manual S Compliance Report Job: Lloyds Construction Gri... wrightsoft Date: Feb 13,2019 SECOND AND THIRD By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License CAC058194 Gary Altman Project Information For: 11th Street,Atlantic Beach, FL 32233 Cooling Equipment Design Conditions Outdoor design DB: 92.7°F Sensible gain: 22931 Btuh Entering coil DB: 76.9°F Outdoor design WB: 77.1°F Latent gain: 3338 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 26269 Btuh Indoor RH: 50% Estimated airflow: 875 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: GENERIC 2.5 TON HP Model: Actual airflow: 875 cfm Sensible capacity: 25500 Btuh 111%of load Latent capacity: 4500 Btuh 135%of load Total capacity: 30000 Btuh 114%of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 32.5°F Heat loss: 17145 Btuh Entering coil DB: 70.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: GENERIC 2.5 TON HP Model: Actual airflow: 0 cfm Output capacity: 30000 Btuh 175%of load Capacity balance: 0 °F Supplemental heat required: 0 Btuh Economic balance: 0 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 0 cfm Output capacity: 5.3 kW 106%of load Temp. rise: 0 °F Meets all requirements of ACCA Manual S. - wrightsoft• 2019-Feb-1409:30:46 t Right-Suite®Universal 2018 18.0.32 RSU27534 Page 2 ...nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N BuildingAnalysis Job: Lloyds Construction Gri... wrightsoft y Date: Feb 13,2019 FIRST By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License:CAC058194 Gary Altman Pro'ect Information For: 11th Street,Atlantic Beach, FL 32233 Desi• n Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature(°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Daily range (°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btu h/ft2 Btuh %of load Walls 3.0 6050 20.7 acts Glazing 11.7 5956 20.4 Willio Doors 14.6 882 3.0 Infiltration Ceilings 1.3 930 3.2 Floors 3.8 7832 26.9 Infiltration 2.5 5706 19.6 Ducts 1806 6.2 Piping 0 0aamrg' Humidification 0 0 Ventilation 0 0 floors Adjustments 0Qfs Total 29161 100.0 Ws Coolin• Component Btu h/ft2 Btuh %of load Walls 2.0 4065 14.6 Glazing 21.6 10993 39.5 Ndls Irterrd(airs Doors 11.8 710 2.6 Ceilings 1.9 1332 4.8 Floors 0 0 0 Infiltration 0.6 1383 5.0 Ducts 3493 12.6 Ducts Ventilation 0 0 Internal gains 5840 21.0 Gaar>g 3 Blower 0 0 IrfiftrAim Adjustments 0Dcas lirr� Total 27816. 100.0 Latent Cooling Load = 3643 Btuh Overall U-value=0.108 Btuh/ft2-°F Data entries checked. 41- wriphtsoft' 2019-Feb-1409:30:46 • - Right-Suite®Universal 2018 18.0.32 RSU27534 Page 1 ...nloads\Lloyds Construction Griggs Residence.nip Calc=MJ8 Front Door faces: N BuildingAnalysis Job: Lloyds Construction Gri... wrightsoft y Date: Feb 13,2019 SECOND AND THIRD By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License:CAC058194 Gary Altman Pro'ect Information For: 11th Street,Atlantic Beach, FL 32233 Desi• n Conditions Location: Indoor: Heating Cooling Jacksonville Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 33 ft Design TD(°F) 38 18 Latitude: 30°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 33.1 51.2 Dry bulb(°F) 33 93 Infiltration: Daily range (°F) - 18 ( M ) Method Simplified Wet bulb(°F) - 77 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Heatin• Component Btu h/ft2 Btuh %of load Walls 3.4 5419 31.6 Glazing 13.4 2844 16.6 CLds Doors 0 0 0 V1,13IIs Ceilings 1.0 1364 8.0 Floors 3.3 467 2.7 Infiltration 2.5 4423 25.8 Ducts 2628 15.3 Piping 0 0 Infiltration Humidification 0 0 Ventilation 0 0 Adjustments 0 Glazing Roors Total 17145 100.0 Ceilings Coolin• Component Btu Mt' Btuh %of load Walls 2.3 3642 15.9 Glazing 27.7 5863 25.6 VAI IntarEl airs Doors 0 0 0 Ceilings 1.4 1953 8.5 Floors 1.5 220 1.0 Infiltration 0.6 1072 4.7 Ducts 5651 24.6 Ventilation 0 0 Gaz.n Internal gains 4530 19.8 Ducts Blower 0 0 Adjustments 0 Ceilings 1 Irtiltraticn Total 22931 100.0 Cther Latent Cooling Load=3338 Btuh Overall U-value =0.088 Btuh/ft2-°F Data entries checked. ` ' - wrightsoft• 2019-Feb-14 09:30:46 Right-Suite®Universal 2018 18.0.32 RSU27534 Page 2 ..nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N -PkProject Summary Job: Lloyds Construction Gri... wrightsoft Date: Feb 13,2019 FIRST By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License:CAC058194 Gary Altman Project Information For: 11th Street,Atlantic Beach, FL 32233 Notes: Desi s n Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °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 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 27355 Btuh Structure 24323 Btuh Ducts 1806 Btuh Ducts 3493 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 29161 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 27816 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3071 Btuh Ducts 573 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 2044 2044Equipment latent load 3643 Btuh Volume (ft3) 25036 25036 Air changes/hour 0.33 0.17 Equipment Total Load(Sen+Lat) 31459 Btuh Equiv.AVF(cfm) 138 71 Req.total capacity at 0.83 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make GENERIC 3 TON HP Make GENERIC 3 TON HP Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 8.5 HSPF Efficiency 15 SEER Heating input Sensible cooling 29880 Btuh Heating output 36000 Btuh @ 47°F Latent cooling 6120 Btuh Temperature rise 0 °F Total cooling 36000 Btuh Actual air flow 0 cfm Actual air flow 1050 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.038 cfm/Btuh Static pressure 0 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point=0°F Backup: Input=9 kW, Output=30180 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -4- wrfylitsoft• 2019-Feb-14 09:30:46 ----- Right-Suite®Universal 2018 18.0.32 RSU27534 Page 1 AC ...nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N Project Summary Job: Lloyds Construction Gri... 4 Dawrightsoft Feb 13,2019 SECOND AND THIRD Byte Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License.CAC058194 Gary Altman Pro'ect Information For: 11th Street,Atlantic Beach, FL 32233 Notes: Desi•n Information Weather: Jacksonville Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 33 °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 51 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 14517 Btuh Structure 17280 Btuh Ducts 2628 Btuh Ducts 5651 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17145 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 22931 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2115 Btuh Ducts 1223 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1483 1483 Equipment latent load 3338 Btuh Volume (ft3) 14830 14830 Air changes/hour 0.43 0.22 Equipment Total Load(Sen+Lat) 26269 Btuh Equiv.AVF(cfm) 107 55 Req.total capacity at 0.85 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make GENERIC 2.5 TON HP Make GENERIC 2.5 TON HP Trade Trade Model Cond AHRI ref Coil AHRI ref Efficiency 8.5 HSPF Efficiency 15 SEER Heating input Sensible cooling 25500 Btuh Heating output 30000 Btuh @ 47°F Latent cooling 4500 Btuh Temperature rise 0 °F Total cooling 30000 Btuh Actual air flow 0 cfm Actual air flow 875 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.038 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point=0°F Backup: Input=5 kW, Output= 18187 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgl�tsoft 2019-Feb-14 09:30:46 . — - Right-Suite®U niv er sal 2018 18.0.32 RSU27534 Page 2 AC ..nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N i►_ 7# Level 1 — _ N 10x6 i 1228 KITCHEN 7" GREAT ROOM 6" •42" 10x6 ' 12x6 12" • • ";G10 ;G 12" loxs 6" Orr 18" 111 r\\ /INE CL • 7" 12x6 8x4 8x4 4" /2 TI-1 M.WIC 8 FOYER/STAIlr WC 8x4 S0„ 20x30 4" 12x12 HALL 10x6 12x6 M-BTH 6.. -- CL 5. M.BDRM LAIJNDRIP x 6 GA12AG1 Job #: Lloyds Construction Griggs ResidE Scale: 1 : 126 Performed by Energycalcs.net for: Page 1 Energycalcs.net 267 deleon road Right-Suite®Universal 2018 11th Street Debary,FL 32713 7534 Atlantic Beach,FL 32233 18.0.32 2019-Feb--1414 09:31:16 16 ...onstruction Griggs Residence.rup i�_ AlrN Level 2 ' BTH • ❑ I 8 4 :STORAGE 14" 4" 7' III 12x12 _ 1pr x• ..ww i. 1,,BDRM 2 IYER OPEN 16" ,..ii L :x4 CL: idi 10' WC2 8x4 8x4 rJ. �� 8 4 'q• BTH 3 T' r . 4" 8x4 12 x 12 1. 4' 12 x 6 RRRR BDRM 3 i K. �" r' 7" 6" 12x12 ••• 12x6 12x6 BONUS RM BTH2 10x6 Job #: Lloyds Construction Griggs ResidE Scale: 1 : 126 Performed by Energycalcs.net for: Paget Energycalcs.net 267 deleon road Right-Suite®Universal 2018 11th Street Debary,FL 32713 Atlantic Beach,FL 32233 18.0.32 RSU27534 2019-Feb-14 09:31:16 ...onstruction Griggs Residence rup Level 3 6• ' ilYER 3 STAIRS 10x6 Job#: Lloyds Construction Griggs Reside Scale: 1 : 126 Performed by Energycalcs.net for: Page 3 Energycalcs.net 267 deleon road Right-Suite®Universal 2018 11th Street Debary,FL 32713 Atlantic Beach,FL 32233 18.0.32 1 1 2019-Feb--1414 0 09:3319 :16 onstruction Griggs Residence.rup 41+ Duct System Summary Job: Lloyds Construction Gri... wrightsoft Date: Feb 13,2019 FIRST By: Energycalcs.net Energycalcs.net 267 deleon road,Debary,FL 32713 License.CAC058194 Gary Altman Project Information For: 11th Street, Atlantic Beach, FL 32233 Heating Cooling External static pressure 0 in H2O 0.40 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0 in H2O 0.40 in H2O Supply/return available pressure 0.000/0.000 in H2O 0.270/0.130 in H2O Lowest friction rate 0 in/100ft 0.167 in/100ft Actual air flow 0 cfm 1050 cfm Total effective length (TEL) 239 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk 1/2 BTH c 913 0 34 0.223 4.0 Ox 0 VIFx 26.2 95.0 st1 DINING c 2633 0 99 0.236 6.0 Oxo VIFx 19.8 95.0 st1 FOYER/STAIRS c 3126 0 118 0.220 7.0 Oxo VIFx 22.9 100.0 st1 GREAT ROOM c 3822 0 144 0.233 7.0 Ox 0 VIFx 26.1 90.0 st2 GREAT ROOM-A c 3822 0 144 0.241 7.0 Ox 0 VIFx 22.0 90.0 st2 KITCHEN c 3082 0 116 0.243 6.0 Ox 0 VIFx 21.1 90.0 st2 KITCHEN-A c 3082 0 116 0.234 6.0 Ox 0 VIFx 25.6 90.0 st2 LAUNDRY c 1198 0 45 0.167 5.0 Ox 0 VIFx 46.6 115.0 st4 M.BDRM-A c 3669 0 138 0.175 7.0 Ox 0 VIFx 39.6 115.0 st4 M.BTH c 1661 0 63 0.171 6.0 Ox 0 VIFx 43.2 115.0 st4 M wlc c 233 0 9 0.239 4.0 Ox 0 VIFx 18.4 95.0 st1 wC c 573 0 22 0.168 4.0 Ox 0 VIFx 45.8 115.0 st4 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st4 Peak AVF 0 268 0.167 607 9.0 0 x 0 VinIFIx st1 st1 Peak AVF 0 529 0.167 673 12.0 0 x 0 VinIFIx st2 Peak AVF 0 521 0.233 664 12.0 0 x 0 VinlFlx wrightsoft 2019-Feb-14 09:30:46 C� Right-Suite®Universal 2018 18.0.32 RSU27534 Page 1 ...nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N Return Branch Detail Table Grille Htg Cig TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Oxo 0 1050 77.4 0.167 594 18.0 Ox 0 VIFx wrightsoft 2019-Feb-14 09:30:46 ;� Right-Suite®Universal 2018 18.0.32 RSU27534 /CCiP' Page 2 nloads\Lloyds Construction Griggs Residence rup Calc=MJ8 Front Door faces: N 4 Duct System Summary Job: Lloyds Construction Gri... wrightsoft Date: Feb 13,2019 SECOND AND THIRD By: Energycalcs.net Energycalcs.net 267 deleon road.Debary,FL 32713 License:CAC058194 Gary Altman Project Information For: 11th Street, Atlantic Beach, FL 32233 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.50 in H2O 0.50 in H2O Supply/return available pressure 0.379/0.121 in H2O 0.379/0.121 in H2O Lowest friction rate 0.229 in/100ft 0.229 in/100ft Actual air flow 0 cfm 875 cfm Total effective length (TEL) 218 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 BDRM 2 c 3105 0 118 0.320 6.0 Ox 0 VIFx 23.4 95.0 st3 BDRM 3 c 3105 0 118 0.240 6.0 Ox 0 VIFx 43.0 115.0 st6 BONUS RM c 3197 0 122 0.245 7.0 Ox 0 VIFx 39.8 115.0 st6 BONUS RM-A c 3197 0 122 0.233 7.0 Ox 0 VIFx 47.8 115.0 st6 BTH C 1000 0 38 0.301 4.0 Ox 0 VIFx 31.0 95.0 st3 BTH 2 c 1000 0 38 0 0 Ox 0 VIFx 0 0 BTH 3 c 429 0 16 0.236 4.0 Ox 0 VIFx 45.6 115.0 st6 CL 2 c 52 0 2 0.304 4.0 Ox 0 VIFx 29.6 95.0 st3 CL 3 c 221 0 8 0.298 4.0 Ox 0 VIFx 32.3 95.0 st3 FOYER 3 c 2655 0 101 0.478 6.0 Ox 0 VIFx 9.2 70.0 LOFT/STAIRS C 4079 0 156 0.314 7.0 Ox 0 VIFx 25.7 95.0 st5 WC2 c 803 0 31 0.229 4.0 Ox 0 VIFx 50.3 115.0 st6 WIC c 86 0 3 0.241 4.0 Oxo VIFx 42.1 115.0 st6 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st5 Peak AVF 0 156 0.314 582 7.0 0 x 0 VinIFIx st3 st6 Peak AVF 0 413 0.229 757 10.0 0 x 0 VinIFIx st3 st3 Peak AVF 0 736 0.229 688 14.0 0 x 0 VinIFIx wrightsoft 2019-Feb-14 09:30:46 Right-Suite®U niversal 2018 18.0.32 RSU27534 Page 3 ..nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb3 Ox 0 0 875 52.8 0.229 495 18.0 Ox 0 VIFx rst4 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rst4 Peak AVF 0 875 0.229 627 16.0 0 x 0 VinIFIx 4 w rightsoft 2019-Feb-14 09:30:46 CA Right-Suite®Univ ersa1201818.0.32 RSU27534 Page 4 AC _nloads\Lloyds Construction Griggs Residence.rup Calc=MJ8 Front Door faces: N , C61§Kr'' OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: � � �\ �� S v � Permit#: Res/9 -00523 *Owner/Project Name: As 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 I � 1. Swinging 2. Sliding CA.ys AZ—Z 3 3. Sectional 4. Garage Roll-Up ki.A&t 141z. rL qt/ 5.Automatic 6. Other B. WINDOWS 1. Single hung 2. Horizontal slider 3. Casement 4. Double hung / L 5. Fixed C,tr' ,,,, t►J �c�n� �e IF,heck w sc a c 7 PI 0 7 74?C(. I) 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 Aii / a,of s� Prno.us, r;- 7y 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 2. Underlayments 3. Roofing fasteners 4. Nonstructural metal Ai, ` S{�•.>d �rMe�P roof — gt Sir.. if-a/ 5-4 444 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing 4/2 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 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 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 different components other than the ones listed in this document must be approved by the Building Official. *Contractor Name (Print Name): 1 I n,_ c4 *Contractor Signature: - g11/ r *Company Name: C.loLTccs CO,,-1S\-c' 0_,10 t•-• ,\" ,.� LK_L *Mailing Address: t 71".„` , S L-•• *City: *State: e" <oc- . d\•a *Zip Code: *Telephone Number: ��t ' 6 d''3-cffe{6 *E-mail Address: Cell Phone Number: "°- SSS — SSe-6 Fax Number: 9a-' 6, 3—r-/z Page 4 of 4 Updated 10/17/18 .Florida Building Code OnlineG,CA-. 8/8/19,11:08 AM I 11 r cn: ac.P,,F.h,...U,: OFFICE COPY Business & Professional Regulation rOSPR HOME Mtn NPR Deff,WVIS OMS BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats&Facts I Publications I Contact Us I BCIS Site Map 1 Links I Search d w 1' ► Product Approval I3_ USER:Public User er,61I.,,.,5,.,1 r Product Approval Menu>Product or Apolication Search>Application List>Application Detail ►OFFICE OF THE FL# FL4595-R4 SECRETARY Application Type Revision Code Version 2017 Application Status Approved Comments Archived 0 Product Manufacturer Tri County Metals Address/Phone/Email 301 SE 16th Street Trenton, FL 32693 (352)463-8400 chrisw@tricountymetals.com Authorized Signature Chris Weatherilt chrisw@tricountymetals.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Metal Roofing Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer L1 Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Terrence E. Wolfe the Evaluation Report Florida License PE-44923 Quality Assurance Entity Keystone Certifications,Inc. Quality Assurance Contract Expiration Date 06/02/2024 Validated By Brian Jaks, P.E. 1.71 Validation Checklist- Hardcopy Received Certificate of Independence FL4595 R4 COI Letter of Certification secured.p.Si_f Referenced Standard and Year(of Standard) Standard Year FM 4471 1992 UL 1897 2012 UL 580 2006 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvVo%2boyCRf2R7TKjFN18fT4QQzDMuYpgtg%3d Page 1 of 5 ,Florida Building Code Online OFFICE COPY 8/8/19,11:08 AM 4595.5 Aluminum TCM Lok 0.032"Aluminum TCM Lok Roof Panel over 7/16" OSB or 15/32" Plywood Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595 R4 II Aluminum TCM Lok over Plywwod-secured.pdf Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, P.E. 44923 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: +N/A/-112.5psf Evaluation Reports Other: -75.0 psf at 4 1/2" o.c. fastener spacing. -112.5 psf FL4595_R4_AEAluminum TCM Lok over Plywwod- at 4 1/2" o.c. fastener spacing. Install per manufacturer's secured.pdf details. Not for use in HVHZ Zones. Created by Independent Third Party: Yes 4595.6 Mechanical-Seam Lok 1-'/2" 1-1/2" Mechanical Lock, 24 Ga., 16" Wide Roof Panel over Plywood Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL4595_R4_II_Mechanical-Seam Lok 1.5 over Plywood HVHZ Approved for use outside HVHZ: Yes Secured.pdf Impact Resistant: N/A Verified By: Terrence E. Wolfe, P.E. 44923 Design Pressure: +N/A/-123.5psf Created by Independent Third Party: Yes Other: -59.75 psf. © 24" o.c. clip spacing. -123.5 psf. © 6" Evaluation Reports o.c. clip spacing. Install per manufacturer's details. For use in FL4595 R4_AE_Mechanical-Seam Lok 1.5 over Plywood HVHZ Zones. HVHZ Secured.�df. Created by Independent Third Party: Yes 4595.7 Mechanical-Seam Lok 2" 2" Mechanical Lock, 24 Ga. Steel, 18-7/8"Wide Roof Panel over 22 Ga. Steel Deck Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL4595 R4_jjMLok 2.0 24 Ga. over Steel Deck HVHZ Approved for use outside HVHZ: Yes Secured.pdf Impact Resistant: N/A Verified By: Terrence E. Wolfe, P.E. 44923 Design Pressure: +N/A/-153.5psf Created by Independent Third Party: Yes Other: -54.3 psf @ 36" o.c. clip spacing. -153.5 psf© 6" o.c. Evaluation Reports clip spacing. Install per manufacturer's details. For use in FL4595 R4_ _MLok 2.0 24 Ga. over Steel Deck HVHZ HVHZ Zones. Secured.odf Created by Independent Third Party: Yes 4595.8 Nail Strip 1" 1" Nailstrip, 24 Ga. Steel 16" Wide Roof Panel over 15/32" Plywood Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595_R4_II_1.0 Nailstrip 24 Ga. over Plywood secured.pf Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, P.E. 44923 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: +N/A/-153.5psf Evaluation Reports Other: -153.5 psf @ 6-3/4" o.c. Fastener Spacing in slot and FL4595_R4_AE_1.0 Nailstrip 24 Ga. over Plywood secured.pdf 12" o.c. Fastener Spacing in pan. -101.0 psf© 6-3/4" o.c. Created by Independent Third Party: Yes Fastener Spacing in slot. -59.75 psf© 16 o.c. Fastener Spacing in slot. Install per Manufacturer's Details. Not for use in HVHZ Zones. 4595.9 Nail Strip 1-Yz" 1-1/2" Nail Strip, 24 Ga. 15-1/2" Wide Roof Panel over Plywood Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL4595_R4_II_1.5 Nailstrip 24 Ga. over Plywood HVHZ Approved for use outside HVHZ: Yes secured.pdf Impact Resistant: N/A Verified By: Terrence E. Wolfe, P.E. 44923 Design Pressure: +N/A/-116.Opsf Created by Independent Third Party: Yes Other: -116.0 psf @ 6-1/2" o.c. Fastener Spacing in slot and Evaluation Reports 12" o.c. Fastener Spacing in pan. -78.5 psf @ 11" o.c. FL4595_R4 AE 1.5 Nailstrip 24 Ga. over Plywood HVHZ Fastener Spacing in slot. Install per Manufacturer's Details. secured.pdf For use in HVHZ Zones Created by Independent Third Party: Yes 4595.10 PBR Min. 26 Ga. PBR Roof Panel over 15/32" Plywood Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595 R4_II_26 Ga. PBR Panel over Plywood secured.pdf Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, P.E. 44923 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: +N/A/-93.5 PSF Evaluation Reports Other: -63.5 psf© 24" o.c. Fastener Spacing. -93.5 psf @ FL4595_R4_AE 26 Ga. PBR Panel over Plywood secured.pdf 24" o.c. Fastener Spacing. Install per manufacturer's details. Created by Independent Third Party: Yes Not for use in HVHZ Zones. https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvVo%2boyCRf2R7TKjFN18fT4QQzDMuYpgtg%3d Page 3 of 5 Florida Building Code Online 8/8/19,11:08 AM Approved for use outside HVHZ: Yes secured.pdf Impact Resistant: N/A Verified By: Terrence E. Wolfe, P.E. 44923 Design Pressure: +N/A/-146.OPSF Created by Independent Third Party: Yes Other: -84.3 psf @ 24"o.c.fastener spacing. -146.0 psf @ Evaluation Reports 12" o.c. fastener spacing. Install per manufacturer's FL4595_R4_AE 29 Ga. Ultra-Rib Panel over Plywood installation details. Not for use in HVHZ Zones. secured.pdf Created by Independent Third Party: Yes 4595.18 Ultra-Rib Min. 29 Ga. Ultra Rib, 36" wide, Roof Panel over 1x4 Wood Purlins over 15/32" Plywood Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595_R4_II 29 Ga. Rib Panel over 1x4 secured.pdf Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, P.E. 44923 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: +N/A/-138.5PSF Evaluation Reports Other: -93.5 psf @ 24" o.c. fastener spacing. -138.5 psf @ FL4595-R4_AE29 Ga. Rib Panel over 1x4 secured.pdf 24"o.c. fastener spacing. Install per manufacturer's details. Created by Independent Third Party: Yes Not for use in HVHZ Zones. 4595.19 Ultra-Rib Min. 29 Ga. Ultra Rib, 36" wide, Roof Panel over 1x4 Wood Purlins over 15/32" Plywood Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595 R4 II 29 Ga. Rib Panel over 1x4 with shingles- Approved for use outside HVHZ: Yes secured.pdf Impact Resistant: N/A Verified By: Terrence E. Wolfe, P.E. 44923 Design Pressure: +N/A/-86.OPSF Created by Independent Third Party: Yes Other: -78.5 psf© 24" o.c. fastener spacing. -86.0 psf @ Evaluation Reports 24" o.c. fastener spacing. Install per manufactuer's details. FL4595 R4_A€_29 Ga. Rib Panel over 1x4 with shingles- Not for use in HVHZ Zones. secured.pdf Created by Independent Third Party: Yes 4595.20 Ultra-Rib Min. 29 Ga. Ultra-Rib Roof Panel over 7/16" OSB Limits of Use Installation Instructions Approved for use in HVHZ: No FL4595 R4 II 29 Ga. Ultra-Rib Panel over 05B Secured.gI Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, P.E. 44923 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: +N/A/-123.5PSF Evaluation Reports Other: -41.7 psf© 24" o.c. fastener spacing. -123.5 psf @ FL4595 R4_AE_29 Ga. Ultra-Rib Panel over OSB Secured.pdf 12"o.c. fastener spacing. Install per manufacturer's details. Created by Independent Third Party: Yes Not for use in HVHZ Zones. Go to Page [ ] 0 0 Page 1 / 2 0 0 Back Next Contact Us::2601 Blair Stone Road,Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida. :: Privacy Statement::Accessibility Statement:: Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395. "Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: ® RE ® dheck 0 Credit Card Safe security.' l.T(1Cs https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvVo%2boyCRf2R7TKjFN18fT4QQzDMuYpgtg%3d Page 5 of 5 [4, Force Engineering&Testing Inc. 19530 Ramblewood Drive Humble,TX 77338 Product Evaluation Report Till COUNTY METALS Aluminum Mechanical-Seam Lok 1 '2"16" Wide Roof Panel over Plywood Florida Product Approval #4595.3 R4 Florida Building Code 2017 Per Rule 61G20-3 Method: 1—D Category:Roofing Subcategory:Metal Roofing Compliance Method:61G20-3.005(1)(d) HVHZ Product Manufacturer: Tri County Metals 3015. E. 16th Street Trenton,Florida 32693 Engineer Evaluator: Terrence E.Wolfe,P.E.#44923 Florida Evaluation ANE ID:1920 Validator: Brian Jaks P.E.#70159 Contents: Evaluation Report Pages 1—4 ostsifilisio , t. C E.E.it,e;/.1 X44:. n . No.419 C:c7iLye •e• STATE OF :•4r I,i4%. ALpRIVA •* `• Aso{MI6 �j E`S;•. 8 ss FL#4595.3 R4 August 14, 2017 ji Force Engineering&Testing Inc. 19530 Ramblewood Drive Humble,TX 77338 Compliance Statement: The product as described in this report has demonstrated compliance with the Florida Building Code 2017,Sections 1504.3.2,1518.9,1523.6.5.2.4. Product Description: Aluminum Mechanical-Seam Lok 1 Y2" Standing Seam Roof Panel, 0.032" Aluminum, 16" Wide, Roof Panel restrained with stainless steel slider clips into APA Plywood decking.Non-Structural Application. Panel Material/Standards: Material: 0.032"Aluminum unpainted or painted with Valspar Fluropon conforming to Florida Building Code 2017 Section 1507.4.3. Corrosion Resistance:Panel Material shall comply with Florida Building Code 2017,Section 1507.4.3 Panel Dimension(s): Thickness: 0.032" Width: 16"max coverage Rib Height: 1 Y2" Panel Seam: 180°Seam,Double Lock w/mechanical sea mer Roof Panel Clip: Product Name: 1500SS Floating Clip Top: 26 Ga.Stainless Steel Base: 16 Ga.Galvanized Steel Corrosion Resistance: Per Florida Building Code 2017 Section 1506.7 Roof Clip Fastener: (2)#14-13 x 1-1/2"DP1 Concealor '''A"minimum penetration through plywood Corrosion Resistance:Per Florida Building Code 2017,Section 1517.6. Substrate Description: 1)For HVHZ construction,use 19/32"or greater APA Rated plywood or wood plank. In reroofing applications where the deck is less than 19/32"thick(min. 15/32")the attachment of the decking in no case shall be less than 8D annual ring shank nails at 6"O.C.Design of plywood and plywood supports are outside the scope of this evaluation. Substrate must be designed in accordance w/ Florida Building Code 2017. 2)For Non-HVHZ applications,use min.15/32"thick,APA Rated plywood over supports at maximum 24"O.C. Design of plywood and plywood supports are outside the scope of this evaluation. Substrate must be designed in accordance w/Florida Building Code 2017. 001111111/silt , • ..'•q.. C E Al$F ...t► .. •�t No.41➢� josptvtpLej,.../.±- : • ft r .e• STATT OF :ft 1� to F4-ORI9A ?�`': r.rrra. ..� d:•, •O'S sss ORA. ,'1�1.'iiN1111 0% FL#4595.3 R4 August 14, 2017 .4011111111111:11111-- _t Force Engineering&Testing Inc. 19530 Ramblewood Drive Humble,TX 77338 Allowable Design Uplift Pressures: Table"A" Maximum Total Uplift Design Pressure: 78.5 psf 93.5 psf Clip Spacing: 18"0.C. 6"O.C. #Fasteners per Clip: 2 2 *Design Pressure includes a Safety Factor=2.0. Code Compliance: The product described herein has demonstrated compliance with The Florida Building Code 2017,Section 1504.3.2,1518.9, 1523.6.5.2.4. Evaluation Report Scope: The product evaluation is limited to compliance with the structural wind load requirements of the Florida Building Code 2017,as relates to Rule 61G20-3. Performance Standards: The product described herein has demonstrated compliance with: • TAS 125-03 • UL 580-06-Test for Uplift Resistance of Roof Assemblies • UL 1897-2012-Uplift Test for Roof Covering Systems • TAS 100-95-Test Procedure for Wind and Wind Driven Rain Resistance of Discontinuous Roof Systems • TAS 110-00-Accel.Weathering ASTM G 155/Salt Spray ASTM B 117 Reference Data: 1. TAS 125-03:UL 580-94/1897-98 Uplift Test Force Engineering&Testing,Inc.(FBC Organization#TST-5328) Report No.72-0084T-11A-C*,Dated 11/04/2011 2. TAS 100-95 Farabaugh Engineering&Testing,Inc.(FBC Organization#TST-1654) Report No.T322-11*,Dated 11/03/2011 3. TAS 110-00:Valspar Fluropon coated metal panel testing A)ASTM G 155 by PRI Asphalt Technologies dated 10/31/2012 B)ASTM B 117 by PRI Asphalt Technologies dated 10/31/2012 4. Certificate of Independence By Terrence E.Wolfe,P.E.(No.44923)@ Force Engineering&Testing,Inc. (FBC Organization#ANE ID:1920) Test Standard Equivalency: The UL 580-94 test standard is equivalent to the UL 580-06 test standard. The UL 1897-98 test standard is equivalent to the UL 1897-2012 test standard. ,`%% I5IIIf11,�I ,�� I..•N• F.C•"0 isi ♦ �• V. 1 CENSE ;..0 No.449* . Q.7' ,1k .s. STATE OP •iv its' tv � wdflrs -0• E`S;. .,�.,�� 112/779 FL#4595.3 R4 August 14, 2017 '1 111'- Force Engineering&Testing Inc. 19530 Ramblewood Drive Humble,TX 77338 Quality Assurance Entity: The manufacturer has established compliance of roof panel products in accordance with the Florida Product Code and Rule 61G20-3.005(3)for manufacturing under a quality assurance program audited by an approved quality assurance entity Minimum Slope Range: 2:12.Minimum Slope shall comply with Florida Building Code 2017,including Sections 1515.2.2 and in accordance with Manufacturers recommendations. Installation: Install per manufacturer's recommended details and RAS 133. Underlayment: Per Manufacturer's installation guidelines and Florida Building Code 2017 Section 1518.2,1518.3,1518.4. Fire Barrier: Any approved fire barrier having a current NOA. Refer to a current fire directory listing for fire ratings of this roofing system assembly as well as the location of the fire barrier within the assembly. Fire classification is not part of this acceptance. Shear Diaphragm: Shear diaphragm values are outside the scope of this report. Design Procedure: Based on the dimensions of the structure,appropriate wind loads are determined using Chapter 16 of the Florida Building Code 2017 for roof cladding wind loads.These component wind loads for roof cladding are compared to the allowable pressure listed above.The design professional shall select the appropriate erection details to reference in his drawings for proper fastener attachment to his structure and analyze the panel fasteners for pullout and pullover.Support framing must be in compliance with Florida Building Code 2017 Chapter 22 for steel,Chapter 23 for wood and Chapter 16 for structural loading. *The Test Reports are owned by Metalforming,Inc. Metalforming,Inc.gives the above manufacturer permission to use these test reports , l cN•CE, ••W �1,, O ��VICENSF <, . • ti r .o. STATE OF ;a. • �O.A`• ALORI9i' �: wamok 00 E's:• 12�� SS :�w ,�0•��ON A L ti►%0S FL#4595.3 R4 August 14, 2017 ,►►►ffffefi,,, State COF1odda �.•`� .A. NC E E. � *28778 • I 4 . • �\ S • ! I 1 I 2 I L I I -�+ ARTICLE NUMBER COUPON DRAWING • • No.4 4 3 2 3COMPONENT TAB BASE TAB GLOBAL CODE : * * : * _ STATE OF •v www ♦• `/ • >, sit • .AL �:" AUG 1 47 E S sl - I- 4.30 I TOLERANCE az t_------------------- w w 1.59 REF 1 , 1.99 2.02 �+' © + + _ REF ....,1i ..,.. .if-- • .... ► I -- l1.-1 w wOhl CENTERING TAB 2 TYP. i I NOTE 2 NOTE 1 c c 1 (1 („ AA- , 6711-Ltirr^, ize6 - ' al ► 1 NOTES 1. ASSEMBLED OONORION BASE MUST FLOAT BETWEEN ► TWO CENTERING TABS. 2. VIEWS DEPICT BASE IN FULLY COMPRESSED STATE. • mei*SEE tDRI EXT DRAVDG Ibbe greet IOW wq t rho heepe t IVA i. i VS Imarles rR Tad Nor Otter lords. 0 Lbe a r Infant:Swan Inent: Gat IrOr>A• a . 1bb Ne A *gig r77 1-1/2' Double LOCK FLOAT ASSEMBLY ► w o Nim Mr Irbil Nam 1-0rit • N R 7114707 ..1tL,,EAe'IVA .Im ,.UR MAL. Ire.IM MP N Y L!)lOTH (tlrp7lt IRY. oar mar @!7 ■WM. Da� 7tp1 QOM he , a 1 I 6 1 7 I f I fPPFe0110 7 — I frit.*F►r Mahn I Mewre Nu '4' • 1 r c Double standing seam 1 1/1" 0 I. 0 61 Ii i ■ R4 079 4.3 III p vt I RC tilt �Pp14, .. • • • • • ••.• NG E. 1/ 26774 161.--.411 •••• O{ ' l C.O.A. S . -c\: No.44323 : * * • � .. I. • • STAT `F i .t 1 , � •• • < t . o ••\ se /ON AL E .• • 14 of 22 AUG 1 4 2017 Project No.T322-11 r CL x • coo ` ..0 O z aC O z Q ; W c - Q�rQ oX Y • a j r/ 111111.11 . illy z W I SII w Q �� ili z Qto o 8 u� W Y J 1L W • Z ; 0I- Z� '� >w _r O 19 a � `_' Is z > Iz r`•••o II . 0_ . ,...., . , • ill, ..., !,,,,,,., .. ----'—. ------.11,r ,,,,.-_, E.111 'W : z C:*-. Q O. 0O • u o 1-- v. ., • .a � aaa�onaaa`' of 12o I, _ c9. •.' a ... i"ALUM.RIVET AT 12"Q.C. o RAKE Z CLOSURE i. ML 150A PANEL' tN' �. ATTACHED W/: • . #10X1"AT 12"0.C. `r #,l10 X 1"AT 12"O.C. #10X1 AT 12 O.C. s r ,_____ _,,._=,,,_._-_._ _ � CLEAT RAKE FLASHING —w ,tri/iifilvyt,� ..(w`C E E: ,. Stab of Florida ♦�s c., •.. . I/0+j, CAA ,.. f E N .0 ' t 2a7TB jL/. `,` S� MIN: "PLYWOOD DECK • No 445'23 - I ` * * •• •, + i �. STATE OF APPROVED UNDERLAYMENT 1f i TURN DOWN VERTICALLY 3" T +i ss . i.. FIELD BEND PANEL,ADO A - AUG ++�+.� � � • � BUTYL TAPE SEALANT -_ - I, , i .. . _ _ G 1 4 2017 -� ., Contractor Designer. Date: sem: ML150A RK-2 7 O. ea r) Z O W ML 150A Nt...)..) PANEL i-- #10X1"AT 12"O.C. #10 X1":AT 12"O.C. RAKE FLASHING / I, CLEAT a APPROVED UNDERLAYMENT TURN DOWN VERTICALLY 3" > State otAot{da viols+ls8y,�, MIN. }"PLYWOOD DECK C.O.A. t ,(,E. E L1, ',� #25776 `et {Gh rsi ti�� �\ s Gr NS�. 0 ± t+i0 44'923 • * * +' t r • STATEOF .� 4 i. L . , • {�S•t• R\ •• : +f 'AUG, 1 4 281 . , . c� - '• �I (V `I sj Project: .Contractor. Designer. Date MLI 50A RK-3 • • O. w N N (5)#9-15 X 1-112"W/WASHER URETHANE SEALANT PER PANEL BETWEEN RIBS (2)ROWS OF BUTYL TAPE .� SEALANT �� RAKE FLASHING ROOFING NAILS'AT 16"O.C.---,.__ 1 MPA 50A /� �� / �:. Stab of Flory /, C.O.A. r ,eee�`�... E. r': APPROVED UNDERLAYMENT w `C • <''# TURN DOWN VERTICALLY 3" ••,• GAN ,. No.44023 MIN.WPLYWOODDECK - .0 •• STATE of 4/� AUG 1 4 2017 r.., 0-,�• , Q R * .5 Protect j• ,SIS'y • ..1). i � ..... 'Fe• Contractor: Designer: Date: Scale: ML 1 50A P K-2 O. c OFFSET CLEAT ,�.� URETHANE SEALANT BETWEEN RIBS, ' . #14X9"'AT 12"O.C. .. HEM WEB OF RIB FILL PANEL HEM W/ VALLEY PAN URETHANE HEMMED AND SEALANT SEALED AT ili X 1"BUTYL ML 150A END TAPE SEALANT PANEL r`-- i $•Mln ,� 1500SS CLIP AT `\�``= _ .. � 18"O.C.MAX —'`--.... \�--_ yif%--"- 441‘ 11 - --;._-_.:..–i...... X12 Mete of Florid* APPROVED (2)#14-13 x 1-112" C.O.A. UNDERLAYMENT TRUSS HEAD• (SEE FELT LAYOUT) FASTENER,18"O.C. ,lsottt>re�� MAX CLIP SPACING E. sse.4o°"� yI/��.,r� MIN.is"PLYWOOD DECK , • N0.4.;.)23 Project: w y • * •* - --O • STATE'CF : CC" Contractor. •'m•'1, .<� �• `'•L O �' :� Designer: Date: Scale: ss,`'' ��;,,�`/ ML1 50A V-1 t AUG 1 4 2017 OFFICE COPY NEM0I etc. Certificate of Authorization#32455 353 Christian Street, Unit#13 Oxford,CT 06478 (203)262-9245 ENGINEER EVALUATE TEST CONSULT CERTIFY EVALUATION REPORT PLYCEM USA LLC Evaluation Report 9915.06.16-R4 Fiber Cement Products FL20742-R4 15055 Woodham Drive Date of Issuance:06/17/2016 Houston,TX 77073 Revision 4: 02/21/2019 (281)813-1260 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code. The product described herein has been evaluated for compliance with the 6th Edition(2017)Florida Building Code sections noted herein. DESCRIPTION: AlluraTM Fiber Cement Siding LABELING: Labeling shall be in accordance with FBC 1404.10 and the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s)changes,the referenced Quality Assurance documentation changes,or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen,P.E.of any changes to the product(s),the Quality Assurance or the production facility location(s). NEMOIetc. requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "NEMO'etc. Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed,then it shall be done in its entirety. INSPECTION: Upon request,a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3,plus an 8-page Appendix. Prepared by: Laj atrr"' a," 1..,4to-s:.'er- Robert J.M.Nieminen,P.E. ^,v %y P •:,,__,,.. • The facsimile seal appearing was authorized by Robert "SrONN,.•" Nieminen,P.E.on 02/21/2019.This does not serve as an Florida Registration No.59166,Florida DCA ANE1983 C�... electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. NEMO ETC, LLC does not have,nor does it intend to acquire or will it acquire,a financial interest in any company manufacturing or distributing products it evaluates. 2. NEMO ETC,LLC is not owned,operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen,P.E.does not have nor will acquire,a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E.does not have, nor will acquire,a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither NEMO I etc.nor Robert Nieminen,P.E.are,in any way,the Designer of Record for any project on which this Evaluation Report,or previous versions thereof,is/was used for permitting or design guidance unless retained specifically for that purpose. ( )NEMoIetc. 4.1.3 Shapes Siding are flat, fiber-cement, panel-siding available with smooth or textured exterior surfaces of various designs;"Random Square Strait Edge", "Random Square Staggered Edge", "Half-Rounds"and "Octagons"; 16-inch wide by 48-inch. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither NEMO ETC, LLC nor Robert Nieminen, P.E. are, in any way,the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 This Evaluation Report does not address fire-resistance-rating performance of the completed wall assemblies. 5.4 Shear load performance data for Vertical Panel Siding is presented in Appendix 2. Lap Siding and Shapes Siding are not intended for racking or shear resistance;walls shall be braced by other means as required by the Authority Having Jurisdiction. 5.5 Limitations relating to wind load resistance are outlined in Appendix 1. 5.5.1 "MDP" = Maximum Allowable Design Pressure is the result of testing for wind load resistance based on allowable wind loads.Refer to FBC 1609 for determination of design wind loads. 5.5.2 Maximum Ultimate Wind Speeds shall be as defined in 1609.3(1), 1609.3(2) or 1609.3(3) of the 6th Edition (2017) Florida Building Code,depending on the project Risk Category(FBC 1604.5)and Exposure Category(FBC 1609.4.3), as defined by the Designer of Record and acceptable to the Authority Having Jurisdiction. Maximum Ultimate Wind Speeds are limited to projects meeting the following: ✓ Maximum height of 30 ft ✓ Enclosed building(Internal Pressure Coefficient,GCpi=±0.18); ✓ Site conditions and location of the structure do not meet all conditions specified in Section 26.8.1 of ASCE 7-10 (K1,=1.0). Analysis for buildings falling outside these constraints shall be on a project-by-project basis by a Florida Registered PE. 5.6 All products in the wall assembly shall have quality assurance audit in accordance with F.A.C.Rule 61G20-3. 6. INSTALLATION: 6.1 Allure Fiber Cement Siding shall be installed in accordance with PLYCEM USA LLC published installation instructions,subject to the Limitations/Conditions of Use noted herein. 6.2 The underlying wall substrate shall include a water-resistive barrier in accordance with FBC 1403.2. 6.3 Minimum system attachment requirements are set forth in Appendix 1,and shall not be exceeded. Fastener lengths noted are minimum lengths,and shall be adjusted as necessary for minimum 1-inch embedment into wood studs or minimum three full threads for metal framing(Reference:FBC 1405.16). 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Nuevo Laredo, Mexico North Wilkesboro, NC(aka,"Roaring River") 9. QUALITY ASSURANCE ENTITY: QAI Laboratories—QUA7628;(604)527-8378; mlansdowne@qai.org -THE EIGHT(8)PAGE APPENDICES THAT FOLLOW FORM PART OF THIS EVALUATION REPORT- NEMO ETC,LLC Evaluation Report 9915.06.16-R4 Certificate of Authorization#32455 6"EDITION(2017)FBC NON-HVHZ EVALUATION FL20742-R4 Plycem USA LLC Revision 4: 02/21/2019 Page 3 of 3 TABLE 1: ALLURAT' PANEL SIDING FACE FASTENED TO FRAMING System Max. Substrate(Note 1) Siding Attach MDP No. Width(in) (psf) Framing/Sheathing Max.Spacing(in) Type Fasteners(Note 2) Spacing Exp ITW Buildex Rock- Min.20 ga.steel stud On®Type S 2PWH 6-inch o.c.along Face fastened to panel edges;6-inch 1. 48 with nominal 5/8" 16 HI-LO®CLC,9-15 x -38 plywood sheathing framing 2%"(Part No. o.c.along interior framing 2155500) 2x4 Spruce-Pine-Fur 6d common nails, 6-inch o.c.along Face fastened to min.2"long x panel edges;6-inch 2. 48 with nominal 5/8" 16 -38 plywood sheathing framing 0.113"shank dia.x o.c.along interior 0.265"head dia. framing NEMO ETC,LLC Evali Certificate of Authorization#32455 6'"EDITION(2017)FBC NON-HVHZ EVALUATION Prepared by: Robert Nieminen,PE-59166 Plycem USA LLC;(281)813-1260 TABLE 2C: ALLURA'"LAP SIDING BLIND FASTENED TO SHEATHING Substrate(Note 1) Siding Attach System Max. MDP No. Width(in) Max. Spacing (PD) Framing Sheathing Method Fasteners(Note 2) Exp Spacing(in) (inch o.c.) 2x4 Ring shank roofing nails, 10. 9% Spruce- 24 Min.7/16- Blind fastened min.13/4"long x 0.120"shank 8 -33 Pine-Fur inch OSB to sheathing dia.x 0.375"head dia. 2x4 Ring shank roofing nails, 11. 8% Spruce- 24 Min.7/16- Blind fastened min.13/4"long x 0.120"shank 12 -28 Pine-Fur inch OSB to sheathing dia.x 0.375"head dia. Blind fastened 2x4 Ring shank roofing nails, Min.7/16- to studs and to 12. 8% Spruce- 16 min.13/4"long x 0.120"shank 8 -38 Pine-Fur inch OSB sheathing dia.x 0.375"head dia. between studs 2x4 Ring shank roofing nails, 13. 8% Spruce- 24 Min.7/16- Blind fastened min.13/4"long x 0.120"shank 8 -41 Pine-Fur inch OSB to sheathing dia.x 0.375"head dia. 2x4 Ring shank roofing nails, 14. 8% Spruce- 16 Min.7/16- Blind fastened min.13/4"long x 0.120"shank 6 -56 Pine-Fur inch OSB to sheathing dia.x 0.375"head dia. Blind fastened 2x4 Ring shank roofing nails, 15. 7% Spruce- 16 Min.15/32- to studs and to min.13/4"long x 0.120"shank 8 -57 Pine-Fur inch plywood sheathing dia.x 0.375"head dia. between studs NEMO ETC,LIC Evali Certificate of Authorization#32455 6'"EDITION(2017)FBC NON-HVHZ EVALUATION Prepared by: Robert Nieminen,PE-59166 Plycem USA LLC;(281)813-1260 TABLE 3: ALLURATM SHAPES SIDING BLIND FASTENED TO FRAMING System Max. Substrate(Note 1) Siding Attach MDP No. Width(in) (psf) Framing/Sheathing Max.Spacing(in) Type Fasteners(Note 2) Exp Min.20 ga.steel stud with Blind fastened to ITW Buildex Rock Ong Type 20. 1616 S-12 2PWH CLC,8 x 21A -48 nominal 5/8"plywood sheathing framing (Part No.2139500) 2x4 Spruce-Pine-Fur with nominal Blind fastened to 8d common nails,min.2Y2" 21. 16 16 long x 0.134"shank dia.x -48 5/8"plywood sheathing framing 0.281"head dia. NEMO ETC,LLC Evali Certificate of Authorization#32455 6'"EDITION(2017)FBC NON-HVHZ EVALUATION Prepared by: Robert Nieminen,PE-59166 Plycem USA LLC;(281)813-1260 TABLE 4B: ALLURAT"'PANEL SIDING FACE FASTENED TO STEEL FRAMING Substrate Siding Attach Panel Performa Spacing(inch o.c.) System Max. - No. Width(in) Framing/Sheathing Max. Fasteners Ultimate Alli Spacing(in) Panel Edges Interior Framing Shear Load She (elf) Min.20 ga.steel x #8-18 x 1-5/8"Phillips Wafer 5. 48 3.625 in.x 1.375 in. 16 Head w/Nibs self-drilling 6 6 729 steel studs cement board screws Min.20 ga.steel x #8-18 x 1-5/8"Phillips Wafer 6. 48 3.625 in.x 1.375 in. 24 Head w/Nibs self-drilling 6 6 591 steel studs cement board screws Min.20 ga.steel x 7. 48 3.625 in.x 1.375 in. 16 ET&F Fastening Systems: 4 8 503 steel studs Trimfast Pins AST-100 Min.20 ga.steel x 8. 48 3.625 in.x 1.375 in. 24 ET&F Fastening Systems: 4 8 473 steel studs Trimfast Pins AST-100 NEMO ETC,LLC Evali Certificate of Authorization#32455 6'"EDITION(2017)FBC NON-HVHZ EVALUATION Prepared by: Robert Nieminen,PE-59166 Plycem USA LLC;(281)813-1260 MN M Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Nit . i These truss designs rely on lumber values established by others. MiTekJ1 , /a1.� JA sr4xt s r RE: E0167 - Griggs Res. MiTef 6SA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Lloyds Const Project Name: GRIGGS Model: Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: 11th St., . City: Atlantic Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: LUIS PONTIGO License #: 53311 Address: 4754 SUTTON PARK CT SUITE 204. . 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 62 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 Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17662552 A 1 1 7/23/19 23 T17662574 CJ49 7/23/19 2 T17662553 Al2 7/23/19 24 T17662575 D28 7/23/19 3 T17662554 A13 7/23/19 25 T17662576 D29 7/23/19 4 T17662555 A14 7/23/19 26 T17662577 D30 7/23/19 5 T17662556 A15 7/23/19 27 T17662578 D31 7/23/19 6 T17662557 B16 7/23/19 28 T17662579 D32 7/23/19 7 T17662558 B17 7/23/19 29 T17662580 D33 7/23/19 8 T17662559 B18 7/23/19 30 T17662581 D34 7/23/19 9 T17662560 B19 7/23/19 31 T17662582 E35 7/23/19 10 T17662561 B20 7/23/19 32 T17662583 E36 7/23/19 11 T17662562 B21 7/23/19 33 T17662584 EJ41 7/23/19 12 T17662563 B22 7/23/19 34 T17662585 EJ42 7/23/19 13 T17662564 B23 7/23/19 35 T17662586 EJ43 7/23/19 14 T17662565 B24 7/23/19 36 T17662587 EJ44 7/23/19 15 T17662566 C25 7/23/19 37 T17662588 F00 7/23/19 16 T17662567 C26 7/23/19 38 T17662589 F01 7/23/19 17 T17662568 C27 7/23/19 39 T17662590 F02 7/23/19 18 T17662569 CJ44 7/23/19 40 T17662591 F03 7/23/19 19 T17662570 CJ45 7/23/19 41 T17662592 F04 7/23/19 20 T17662571 CJ46 7/23/19 42 T17662593 F05 7/23/19 21 T17662572 CJ47 7/23/19 43 T17662594 F06 7/23/19 22 T17662573 CJ48 7/23/19 44 T17662595 F07 7/23/19 v4-tiiiiiiiii, The s) above have been ared by NO MiTek ss USA Inc..(underemy directt supervision basedpon the parameters `,``,N,0 QUA• NNe•\—.' '; provided by Gleckler and Sons Building Supplies. Truss Design Engineer's Name: Velez, Joaquin * :• • ,'`/ •182 My license renewal date for the state of Florida is February 28, 2021. = . * = IMPORTANT NOTE:The seal on these truss component{designs is a certification �� S 'TE OF that the engineer named is licensed in the jurisdiction(s)identified and that the , � , '• As -.,•' , designs comply with ANSI/TPI 1. These designs are based upon parameters �, 4 • R \O••• \ ••• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 9�� S/ ••••••.•E��.s"` given to MiTek or TRENCO. Any project specific information included is for MiTek's or i,,��O N A' c"0 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 Joaquin Velez PE No.68182 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 — July 23,2019 Velez, Joaquin 1 of 2 Lou Pontigo & Associates, Inc. Consulting Structural Engineers 13'NO EXCEPTION TAKEN 0 MAKE CORRECTIONS NOTED 0 REJECTED - SEE REMARKS 0 REVISE & RESUBMIT Review is for the limited purpose of checking for conformance with the design concept and the information expressed in the contract documents. No approval is implied for the accuracy or comoletoness of details, quantities, dimensions, weights or gauges, fabrication processes, construction means or methods, coordination of the work with other trades or construction safety precautions, all of which are the sole responsibility of the Contractor. The Contractor is responsible for dimensions to be confirmed and correlated at the site. Review of a specific item shalt not include a review of the entire assembly of which the Bern is a component. Review of re-submission will cover only designated changes on the submittal and other changes clearly identified by the Contractor. V—EF Date: tiiqI .� OFFICE COPY Approved By Permit Desk Building Department City of Atlantic Beach, FL r.r � RE: E0167 - Griggs Res. Site Information: Customer Info: Lloyds Const Project Name: GRIGGS Model: . Lot/Block: . Subdivision: . Address: 11th St., . City: Atlantic Beach State: FL No. Seal# Truss Name Date 45 T17662596 F08 7/23/19 46 T17662597 F09 7/23/19 47 T17662598 F10 7/23/19 48 T17662599 G37 7/23/19 49 T17662600 HJ38 7/23/19 50 T17662601 HJ39 7/23/19 51 T17662602 HJ40 7/23/19 52 T17662603 HR39 7/23/19 53 T17662604 K51 7/23/19 54 T17662605 K52 7/23/19 55 T17662606 L54 7/23/19 56 T17662607 L55 7/23/19 57 T17662608 L56 7/23/19 58 T17662609 L57 7/23/19 59 T17662610 L58 7/23/19 60 T17662611 L59 7/23/19 61 T17662612 M60 7/23/19 62 T17662613 M61 7/23/19 2 of 2 Job T Truss Type •O" , Qty Ply Griggs Res. 41 T17662552 E0167 A11 Scissor )D 1 Job Reference(optional) Gleckler and Sons Building S i ,Jacksonville,FL-32209, Run:8.31 E Jun 1 r 9 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:26 Page:1 I D:Ouwid4 W zs V rgx6?J 1?NwFFzO E EZ-8k_OOpbDOb P9AJ yrC?Ep 118ghY R FyjiywkjGoOyvTZO 1-6-0 6-0-55 I 5-8-133 t 5-8-613 8-13 [ 2--84-1431 I 6-0-5-0 l 1-6 0' 4x6 ii 5 1. 17 3x4 3x4 12 6 61— 1\ 12 5x8 0 6x8= SxB� 7 ..../ 111111111111111111 4. 13 5x8 a 11 3x68e 3x6 n 4.25 c %. 8 d 1/� 12 9 5x8 1•'_" 10 7``x8 s 7x85,- _$_8 8�5-4, t 8-7-4 t 8-7-4 8-5-4 d- 8 Scale=1:66.2 Plate Offsets(X,Y): [3:0-4-0,0-3-0],[7:0-4-0,0-3-0],[10:0-1-0,0-2-12],[11:0-4-0,0-3-0],[13:0-4-0,0-3-0],[14:0-1-0,0-2-12] 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 0.63 Vert(LL) 0.42 12-13 >986 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.82 11-12 >506 180 BCLL 0.0' Rep Stress Incr YES WB 0.84 Horz(CT) 0.69 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:188 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=5.0psf;h=25ft; BOT CHORD 2x4 SP DSS Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except'12-5,14-2,10-8:2x4 SP exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, No.2 Interior(1)1-11-3 to 17-6-0,Exterior(2)17-6-0 to BRACING 21-0-0,Interior(1)21-0-0 to 36-6-13 zone;cantilever left TOP CHORD Structural wood sheathing directly applied or and right exposed;end vertical left and right 2-5-13 oc purlins, except end verticals. exposed;C-C for members and forces&MWFRS for BOT CHORD Rigid ceiling directly applied or 5-11-8 oc reactions shown;Lumber DOL=1.60 plate grip bracing. DOL=1.60 WEBS T-Brad ?,X6 SP No.2-3-14,7-10 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 10=1377/0-5-8,14=1377/0-5 8 on the bottom chord in all areas where a rectangle REACTIONS (lb/size) 10= 7 11) 3-06-00 tall by 2-00-00 wide will fit between the bottom Max chord ands Max Uplift 10=-527(LC 13),14=-527(LC 12) 6) All bearings are other members. are assumed to be SP DSS crushing FORCES (Ib)-Maximum Compression/Maximum capacity of 660 psi. Tension 7) Bearing at joint(s)14,10 considers parallel to grain TOP CHORD 1-2=0/41,2-15=-279/168,3-15=-242/187, value using ANSUTPI 1 angle to grain formula. Building 3-4=-3715/1343,4-16=-3367/965, designer should verify capacity of bearing surface. 5-16=-3291/984,5-17=-3291/1012, 8) Provide mechanical connection(by others)of truss to 6-17=-3367/994,6-7=-3715/1135, bearing plate capable of withstanding 527 lb uplift at 7-18=-238/183,8-18=-279/165,8-9=0/41, joint 14 and 527 lb uplift at joint 10. 2-14=-357/332,8-10=-357/334 9) Warning:Additional permanent and stability bracing for BOT CHORD 13-14=-1314/3059,12-13=-1228/3580, truss system(not part of this component design)is 11-12=-891/3580,10-11=-987/3059 always required. WEBS 5-12=-716/2666,6-12=-537/558, LOAD CASE(S) Standard 6-11=-148/158,7-11=0/478,4-12=-537/520, 4-13=-148/131,3-13=0/478, 3-14=-3307/1240,7-10=-3307/1063 NOTES 1) Unbalanced roof live loads have been considered for this design. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Ced 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 4 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10012015 BEFORE USE. fa 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.seeANSIJIP11 Quality Cdt.da,03549 and SCSI 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 "Aia Qty Ply Griggs Res. T17662553 E0167 Al2 Common Structural Gable 1 1 Job Reference(optional) Gleckler and Sons Building Sup s,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:29 Page:1 ID:nuMt9BCf_VaWQ6?JWYvgBmzOEEz-VhnHRWfMg71 SH4gp_ZgjprIXZ4bd5kh3?Q1TbyvTZL I _t_R_fl a_n_4 I tt_q.R 178-13 I 2q-9_1i I 9R-11-u I 4a n_n 17f_gn 1-6-0 6-0-5 5-8-13 I 5-8-13 5 8-13 5 8-13 6-0-5 f 1-6-01 4x6= 9 'l8:• :-;%4::: � 10 1 34x4 0 6 123x4124 51314 sr �: 15x6. 1-3 ' ® 5x6. 3 ��. `r 15 ! O 3 �g 35 324 n C' 3x4fi 8 1 1 17 2 n. • ,. • 4F, as 1e _ 22 36 3x6= 3x4= 3x6= •• •• :16'.!.4 • • ♦• 3x10= 5x8= 3x6= I 8-10-12 + 13.1 p_0 j 1z.6,0 26.1.a I q5-0-0 j 8-10-12 4-11-4 3-8-0 8-7-4 8-10-12 Scale=1:64.8 Plate Offsets(X,Y): [3:0-3-0,0-3-0],[15:0-3-0,0-3-0],[19:0-4-0,0-3-0] 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 0.37 Vert(LL) -0.14 20-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 22-23 >787 180 BCLL 0.0' Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:263 lb FT=20% LUMBER BOT CHORD 22-23=-269/509,22-36=-41/250, 8) This truss has been designed for a 10.0 psf bottom TOP CHORD 2x4 SP No.2 21-36=-41/250,21-37=-41/250, chord live load nonconcurrent with any other live loads. BOT CHORD 2x4 SP No.2 20-37=-41/250,20-38=-131/166, 9) *This truss has been designed for a live load of 20.0psf WEBS 2x4 SP No.3`Except'23-2,18-16:2x4 SP 38-39=-131/166,19-39=-131/166, on the bottom chord in all areas where a rectangle No.2 18-19=-15/101 3-06-00 tall by 2-00-00 wide will fit between the bottom OTHERS 2x4 SP No.3 WEBS 9-20=-454/154,20-28=-213/223, chord and any other members,with BCDL=10.0psf. BRACING 28-29=-213/227,29-30=-193/199, 10)Bearings are assumed to be:Joint 23 SP No.2 crushing TOP CHORD Structural wood sheathing directly applied or 30-31=-168/174,14-31=-317/333, capacity of 565 psi,Joint 18 SP No.2 crushing capacity 6-0-0 oc purlins, except end verticals. 14-19=-233/162,15-19=-292/315, of 565 psi. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 4-27=-741/574,26-27=-532/384, 11) Provide mechanical connection(by others)of truss to bracing. 25-26=-556/409,24-25=-576/435, bearing plate capable of withstanding 516 lb uplift at 20-24=-583/432,4-22=-147/433, joint 20,307 lb uplift at joint 19,257 lb uplift at joint 23 WEBS T-Brace: 2x4_SP No.3-9-20 3-22=-215/290,3-23=-424/143, and 173 lb uplift at joint 18. asters 2X) T and I braces to narrow edge 15-18=-61/121,8-24=-21/14,7-25=-27/39, 12)Warning:Additional permanent and stability bracing for of web with 10d(0.131"x3")nails,6in 6-26=-31/32,5-27=-234/258,10-28=-19/11, truss system(not part of this component design)is o.c.,with 3in minimum end distance. 11-29=-28/40,12-30=-33/33,13-31=-195/182 Brace must cover 90%of web length. always required. JOINTS 1 Brace at klcl•24{ NOTES LOAD CASE(S) Standard 25,26.28.29.3O 1) Unbalanced roof live loads have been considered for this design. REACTIONS (lb/size) 18=350/21-5-8,19=551/21-5-8, 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) 20=1230/21-5-8,23=623/0-5-8 Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Max Horiz 23=214(LC 11) Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) Max Uplift 18=-173(LC 13),19=-307(LC 13), exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, 20=-516(LC 12),23=-257(LC 12) Interior(1)1-11-3 to 17-6-0,Exterior(2)17-6-0 to (LC 24),19=629(LC 24), 21-0-0,Interior(1)21-0-0 to 36-6-13 zone;cantilever left Max Gray 18=372 20=1230((CC 1),23=625(LC 23) 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=0/41,2-32=-196/137,3-32=-178/151, 3) Truss designed for wind loads in the plane of the truss 3-4=-434/244,4-5=-31/193,5-6=-27/260, only. For studs exposed to wind(normal to the face), 6-33=-9/262,7-33=-5/276,7-8=0/297, see Standard Industry Gable End Details as applicable, 8-9=0/321,9-10=0/304,10-11=0/278, or consult qualified building designer as per ANSI/TPI 1. 11-34=0/249,12-34=0/236,12-13=0/229, 4) All plates are 2x4 MT20 unless otherwise indicated. 13-14=-46/193,14-15=-13/192, 5) Plates checked for a plus or minus 5 degree rotation 15-35=-165/144,16-35=-182/130, about its center. Joaquin Velez PE No.68182 16-17=0/41,2-23=-301/314,16-18=-289/3106) Truss to be fully sheathed from one face or securely MiTek USA,Inc.FL Cert 6634 braced against lateral movement(i.e.diagonal web). 6904 Parke East Blvd.Tampa FL 33610 7) Gable studs spaced at 1-4-0 oc. Date: July 23,2019 i • A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 145-7473 rev.1003,2015 BEFORE USE. NI Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and Is 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,seeANSI/TP11 Quality Criteria,DSB49 and ICSI Building Component 6904 Parke East Blvd. Satety kdormafkfnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type e , Qty Ply Griggs Res. T17662554 E0167 Al Hip 1 1 Job Reference(optional) Gleckler and Sons Building Sup es,Jacksonville,FL-32209, Run:8.31 E Jul 16 2019 Print:8.310 E Jul 16 2019 MiTek industries,Inc.Mon Jul 22 17:17:14 Page:1 ID:FpOgojOdlbZnVfn FaBd4Y0z0 EFD-fivfbw7Z5yXawSkgh i?as W T5y3X6gFXEebCZ_byvSsb -;-s s-1.8 I 4.10-e I 7 6 0° ( i s°o I a 10 a '15 i e 11-6 0 4x8= 3x4= 4x8= 4 6a cm 17 am tfa tsa 18 6a tsa 6 !t w 12 4x6 a \ / 4x6. 3 7 1. 1.'t , 1 NIIIIII19 1 2x4 n / 2;a 8 9 .1 is if ii �,10 14 12 11 4x6= 3x4= 5x6= 5x6= 3x4= 5x6= I 10-1.12 l 13 9.a [ ip-e tp l 2.1.10..1 [ L5 0.0 10-1-12 3-7-B 5-7-6 5-5-10 10-1-12 Scale=1:64.6 Plate Offsets(X,Y): [4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[12:0-3-0,0-3-0],[13:0-3-0,0-3-0],[15:0-2-15,0-1-14] 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 0.74 Vert(LL) -0.26 10-11 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.52 10-11 >485 180 BCLL 0.0' Rep Stress Incr YES WB 1.00 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:210 lb FT=20% LUMBER NOTES TOP CHORD 2x4 SP No.2 1) Unbalanced roof live loads have been considered for BOT CHORD 2x4 SP No.2 this design. WEBS 2x4 SP No.3*Except*15-2,10-8:2x4 SP No.2 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) BRACING Vasd=101 mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; TOP CHORD Structural wood sheathing directly applied or Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 6-0-0 oc purlins, except end verticals,and exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, 2-0-0 oc purlins(6-0-0 max.):4-6. Interior(1)1-11-3 to 10-0-0,Exterior(2)10-0-0 to BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 14-11-6,Interior(1)14-11-6 to 25 0-0,Exterior(2) bracing, Except: 25-0-0 to 29-11-7,Interior(1)29-11-7 to 36-6-13 zone; 6-0-0 oc bracing:13-14. cantilever left and right exposed;end vertical left and WEBS T-Brace: 1y4 SPF Shut-5-13 right exposed;C-C for members and forces&MWFRS 2x4 SP�l0 3-6 12 for reactions shown;Lumber DOL=1.60 plate grip Fasten(1X) T and I braces to narrow edge DOL=1.60 of web with 8d(0.113"x2.5")nails,bin 3) Provide adequate drainage to prevent water ponding. o.c.,with Sin minimum end distance. 4) Plates checked for a plus or minus 5 degree rotation and Fasten(2X) T and I braces to narrow about its center. edge of web with 10d(0.131"x3")nails,6in 5) This truss has been designed for a 10.0 psf bottom o.c.,with 3in minimum end distance. chord live load nonconcurrent with any other live loads. Brace must cover 90%of web length. 6) 'This truss has been designed for a live load of 20.0psf REACTIONS (lb/size) 10=770/0-3-8,13=1546/0-5-8, on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom 15=438/0-5-811) chord and any other members. Max Horiz 15=152 Max Uplift 15=152 (LC 13),13=-533(LC 9), 7) Provide mechanical connection(by others)of truss to 15=-214(LC 12) bearing plate capable of withstanding 533 lb uplift at Max Gray 10=788(LC 24),13=1546(LC 1), joint 13,214 lb uplift at joint 15 and 318 lb uplift at joint 10. 15=470(LC 23) 8) Graphical puffin representation does not depict the size FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 or the orientation of the puffin along the top and/or (Ib)or less except when shown. bottom chord. TOP CHORD 4-17=-80/388,5-17=-80/388,5-18=-302/245, 9) Warning:Additional permanent and stability bracing for 6-18=-302/245,6-7=-683/335, truss system(not part of this component design)is 2-15=-275/282,8-10=-286/286 always required. BOT CHORD 14-15=155/263,11-12=-66/562, LOAD CASE(S) Standard 10-11=-222/667 WEBS 3-14=-250/291,4-14=-76/403, Joaquin Velez PE No.68182 4-13=-736/321,5-13=-1005/482, Mitek USA,Inc.FL Cert 6634 5-12=-82/429,6-12=-410/170,6-11=-56/367, 6904 Parke East Blvd.Tampa FL 33610 7-11=-143/257,7-10=-685/334 Date: July 23,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111-7473 rev.1003/2015 BEFORE USE. lilt 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 Criteria,D$149 and BCSI Belding Component 6904 Parke East Blvd. Safety Vdonnatloecvoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ,. 1 Qty Ply Griggs Res. 717662555 E0167 A14 Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jul 16 2019 Print:8.310 E Jul 16 2019 MiTek Industries,Inc.Mon Jul 22 17:19:00 Page:1 I D:e8lgd_aY5gEJumwclTW xu?z0 EIM-VUOUGsRJf88Gt2_000xvElxaObTRz9m8UOMHmKyvSgv 0-1-12 35-0-0 I _i_g.r]I a_n_0 ) 7e_d_n I 9C1-Q-1 2 ( 27.0.0 ) 34.70 H u_a-4 1-6-0 7-10-4 6-4-0 6-5-12 6-2-4 7-10-4 1-6-0 0-1-12 0-1-12 4x8= 3x4. 5x6= 4x6= 3 oa Se 17 as 4 cm rsa as 5.-. 18 cm cm 6 12 rim 61- 1. 19 7x6 e 1 0 7x6 7 1 C 8 1,._. —C BB :IN 9 • 13 11 10 • 3x4 11 4x6= 5x6= 5x6= 4x8= 3x6 11 I 8.1-19 8-1-12 I 74_p_d 1311.0 911-R-4. I 26-10-d ( 35-n-n I 5-7-8 0-1-12 6-7-4 6-4-0 8-1-12 Scale=1:64.6 Plate Offsets(X,Y): [2:0-3-0,0-1-12],[3:0-5-4,0-2-0],[5:0-3-0,0-3-0],[6:0-3-3,0-2-0],[7:0-3-0,0-1-12],[11:0-3-0,0-3-0],[12:0-3-0,0-3-0] 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 0.63 Vert(LL) -0.11 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -023 9-10 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.71 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:201 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=l30mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3*Except*14-2,9-7:2x4 SP No.2 exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, BRACING Interior(1)1-11-3 to 8-0-0,Exterior(2)8-0-0 to 12-11-6, TOP CHORD Structural wood sheathing directly applied or Interior(1)12-11-6 to 27-0-0,Exterior(2)27-0-0 to 5-5-5 oc purlins, except end verticals,and 31-11-6,Interior(1)31-11-6 to 36-6-13 zone;cantilever 2-0-0 oc purlins(6-0-0 max):3-6. left and right exposed;end vertical left and right BOT CHORD Rigid ceiling directly applied or 10-0-0 oc exposed;C-C for members and forces&MWFRS for bracing, Except: reactions shown;Lumber DOL=1.60 plate grip 6-0-0 oc bracing:11-12. DOL=1.60 12=1485/0-5 8, 3) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 9=794/0-3-8, 1=7948 4) Plates checked for a plus or minus 5 degree rotation about its center. Max Horiz 14=-136(LC 10) 5) This truss has been designed for a 10.0 psf bottom Max Uplift 9=-317(LC 13),12=-565(LC 9), chord live load nonconcurrent with any other live loads. 14=-249(LC 12) 6) *This truss has been designed for a live load of 20.0psf Max Gray 9=796(LC 24),12=1485(LC 1), on the bottom chord in all areas where a rectangle 14=485(LC 23) 3-06-00 tall by 2-00-00 wide will fit between the bottom FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 chord and any other members. (lb)or less except when shown. 7) Provide mechanical connection(by others)of truss to TOP CHORD 2-15=-308/136,3-17=-44/305,4-17=-44/305, bearing plate capable of withstanding 249 lb uplift at 4-5=-507/351,5-18=-660/420, joint 14,565 lb uplift at joint 12 and 317 lb uplift at joint 6-18=-660/420,6-19=-739/379, 9. 19-20=-775/361,7-20=-845/353, 8) Graphical purlin representation does not depict the size 2-14=-409/359,7-9=-718/473 or the orientation of the purlin along the top and/or BOT CHORD 13-14=-261/302,10-11=-192/533, bottom chord. 9-10=207/254 LOAD CASE(S) Standard WEBS 3-13=0/298,3-12=-635/265,4-12=-959/527, 4-11=-342/910,5-11=-459/281, 7-10=-145/416 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: July 23,2019 I o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. le. 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 Creek!,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informallonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ... , Qty Ply Griggs Res. 717662556 E0167 A15 Hip Girder 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 Jul 22 15:29:33 Page:1 1D:_1 ROO Rp 1 wTl Fg4bV6ktArjzOEJL-NT1 oHuituMYtlh8aDOuwufOMeAW EZmvH_dOEcMyvTZH 0-1-12 35-0-0 ] 1-6-0 3-0-0 3-0-0 1-19 I 2-10-4 ] 4-7-3 I 4-7-3 I 14-7-3n I 4-7-33 ] 20.11.11 1 4-7-3 ' 2-10-4 ] 3-0-0d ]]'16-61 -6 0? 0-1-12 0-1-12 Special Special Special Special NAILED NAILED Special Special NAILED Special NAILED Special Special 4x8= 3x6= 4x6= 5x6= 3x10= 4x6= 612 4 afb3 6$4 5 a$5 s�26 n6�27 QB 29sa7 3ga 3� 8 9 3x4 0 3x4, 3 10 3x4� 3x6. 1 /� 11 12 2 n n" n i, n n 17 n n Q n n "' 13 21 20 343519 36 37 38 39 17 40 41 1642 43 15 14 - 3x611 3x4= 3x4= 3x4= 7x6= 7x8= 2x411 3x10= 3x6= 3x1011 NAILED Special NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED Special 3-1-12 ] 3-0-02 ' 4-5-7 ' 34,11 214 ' 16-0-60 I 7 4-7-33 [ 4-5-074 ] 3.0--0 ] 3 1--122 ' THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Scale=1:64.8 Plate Offsets(X,Y): [4:0-5-4,0-2-0],[7:0-3-0,0-3-0],[17:0-4-0,0-4-8],[18:0-3-0,0-4-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.09 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.09 15-16 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.91 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:243 lb FT=20% LUMBER BOT CHORD 21-22=-102/93,20-21=-317/445, 8) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 20-34=-363/453,34-35=-363/453, bearing plate capable of withstanding 400 lb uplift at BOT CHORD 2x6 SP No.2 19-35=-363/453,19-36=-187/226, joint 22,2237 lb uplift at joint 18 and 853 lb uplift at joint WEBS 2x4 SP No.3'Except'22-2,13-11:2x4 SP 18-36=-187/226,18-37=-452/395, 13. No.2 37-38=-452/395,38-39=-452/395, 9) Graphical purlin representation does not depict the size BRACING 17-39=-452/395,17-40=-1091/1540, or the orientation of the purlin along the top and/or TOP CHORD Structural wood sheathing directly applied or 40-41=-1091/1540,16-41=-1091/1540, bottom chord. 4-7-11 oc purlins, except end verticals,and 16-42=-1091/1540,42-43=-1091/1540, 10)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 2-0-0 oc purlins(4-5-15 max.):4-9. 15-43=-1091/1540,14-15=-792/1187, per NDS guidelines. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 13-14=-48/55 11)Hanger(s)or other connection device(s)shall be bracing. WEBS 3-21=-124/144,3-20=-183/61, provided sufficient to support concentrated load(s)198 REACTIONS (lb/size) 13=1263/0-3-8,18=3067/0-5-8, 4-20=-185/480,4-19=-828/643, lb down and 337 lb up at 6-0-0,84 lb down and 156 lb 5-19=-380/647,5-18=-1399/1083, up at 8-0-12,84 lb down and 156 lb up at 10-0-12,84 22=605/0-5-8 6-18=-1776/1432,6-17=-1290/1824, lb down and 156 lb up at 12-0-12,84 lb down and 156 Max Horiz 22=-116(LC 6) 7-17=-454/485,8-17=-814/617,8-16=0/320, lb up at 17-6-0,84 lb down and 156 lb up at 18-11-4, Max Uplift 13=-853(LC 9),18=-2237(LC 5), 8-15=-208/136,9-15=-92/405, 84 lb down and 156 lb up at 20-11-4,and 84 lb down 22=-400(LC 8) 10-15=-357/344,10-14=-408/333, and 156 lb up at 24-11-4,and 198 lb down and 337 lb Max Gray 13=1266(LC 20),18=3067(LC 1), 2-21=-289/467,11-14=-808/1217 up at 29-0-0 on top chord,and 254 lb down and 228 lb 22=612(LC 19) NOTES up at 6-0-0,and 68 lb down and 24 lb up at 16-0-12, FORCES (Ib)-Maximum Compression/Maximum 1) Unbalanced roof live loads have been considered for and 254 lb down and 228 lb up at 28-11-4 on bottom Tension this design. chord. The design/selection of such connection device TOP CHORD 1-2=0/41,2-3=-541/386,3-4=-522/452, 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) (s)is the responsibility of others. 4-23=-84/187,23-24=-84/187,5-24=-84/187, Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; 5-25=-744/1045,25-26=-744/1045, Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) "Special"indicates special hanger(s)or other 6-26=-744/1045,6-27=-931/731, exterior zone;cantilever left and right exposed;end connection device(s)required at location(s)shown. 27-28=-931/731,28-29=-931/731, vertical left and right exposed;Lumber DOL=1.60 plate The design/selection of such special connection 7-29=-931/731,7-30=-932/732, grip DOL=1.60 device(s)is the responsibility ofothers.This applies 30-31=-932/732,8-31=-932/732, 3) Provide adequate drainage to prevent water ponding. to all applicable truss designs in this job. 8-32=-1408/1107,32-33=-1408/1107, 4) Plates checked for a plus or minus 5 degree rotation 9-33=-1408/1107,9-10=-1585/1208, about its center. 10-11=-1374/963,11-12=0/41, 5) This truss has been designed for a 10.0 psf bottom 2-22=-572/406,11-13=-1207/846 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 Joaquin Velez PE No.68182 chord and any other members. Mitek USA,Inc.FL Cart 6634 7) All bearings are assumed to be SP No.2 crushing 6904 Parke East Blvd.Tampa FL 33610 capacity of 565 psi. Date: July 23,2019 Lu11e11ueu ur1 Nays c Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1015 BEFORE USE. Mil Design valid for use only with MiTekiS 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 Quality Criteria,DUI-89 and SCSI lulding Component 6904 Parke East Blvd. Safety Infotmanonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. 717662556 E0167 A15 Hip Girder 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 Jul 22 15:29:33 Page:2 I D:_1 ROORp 1 wTl Fg4bV6ktArizO EJL-NT 1 oHuituMYtlheaDOuwufOMeAW EZmvH_dOEcMyvTZH 12)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+Roof Live(balanced):Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(lb/ft) Vert:1-2=-54,2-4=-54,4-9=-54,9-11=-54, 11-12=-54, 13-22=-20 Concentrated Loads(Ib) Vert:4=-151(B),9=-151(B),18=-43(B),20=-243 (B),15=-243(B),23=-84(B),24=-84(B),25=-84(B), 26=-84(B),27=-84(B),28=-84(B),29=-84(B), 30=-84(B),31=-84(B),32=-84(B),33=-84(B), 34=43(B),35=-43(B),36=-43(B),37=-43(B), 38=-43(B),39=43(B),40=-43(B),41=-43(B), 42=-43(B),43=-43(B) � f • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 800.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekrE 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 Mi ek• 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 QuaUIy Cleans,DS649 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnatbravoiioble from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. E0167 Common 31 717662557 0 Job Reference(optional) Gleckler and Sons Building Supp - ,Jacksonville,FL-32209, Run:8.31 E Jun 11 1 f�rt.8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:34 Page:1 ID:OkNie7xczdafgFV 'hN3iz Du4-Kr8ZiZk7Qzob??IzLpxoz45ku_3z1hxZSxtLgFyvTZF -0-11-8 . : r n r---8 5-10-6 5-7-13 5-7-13 5-7-13 5-7-13 6-2-5 1-6-0 0-11-8 5x6n 5 1! 2r 1 /3%4 1. 3x4 it 12 6 6r— --:- 7x6,... / 5x6* e7 2 / 6,44. 8 m 12 23 24 •11 25 26 10 ``9 X 5x6. 5x8= 5x8= 5x8= 3x6= j-1.4 a ll4_____H__.42-2 0 j 25-7.12 j ga.8.0 [ 1-4-d 8-8-4 8-5-12 8-5-12 9-0-4 Scale=1:67.2 Plate Offsets(X,Y): [2:0-5-12,Edge],[3:0-3-0,0-4-8],[7:0-3-0,0-3-0],[8:0-2-12,0-1-8],[10:0-4-0,0-3-0],[11:0-4-0,0-3-0],[12:0-4-0,0-3-0] 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 0.51 Vert(LL) 0.27 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.46 12-15 >935 180 BCLL 0.0' Rep Stress Incr YES WB 0.87 Horz(CT) 0.18 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:198 lb FT=20% LUMBER 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x4 SP No.2*Except*3-5:2x6 SP No.2, Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; 1-3:2x6 SP DSS Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) BOT CHORD 2x4 SP No.2 exterior zone and C-C Exterior(2)-0-9-4 to 2-8-6, WEBS 2x4 SP No.3 Interior(1)2-8-6 to 17-6-0,Exterior(2)17-6-0 to BRACING 20-11-10,Interior(1)20-11-10 to 36-6-13 zone; TOP CHORD Structural wood sheathing directly applied or cantilever left and right exposed;end vertical left and 3-3-10 oc purlins. right exposed;C-C for members and forces&MWFRS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc for reactions shown;Lumber DOL=1.60 plate grip bracing. DOL=1.60 WEBS rage: 2x4 SP No.3 6 11 3) Plates checked for a plus or minus 5 degree rotation Fasten(2X) T and I braces to narrow ea-ge 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 1=1337/0-5-8,8=1410/0-5-8 on the bottom chord in all areas where a rectangle REACTIONS (lb/size) Max 1=1 (L-5 17) 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Uplift 1=-225(LC 12),8=-537(LC 13) chord and any other members,with BCDL=10.Opsf. 6) Bearings are assumed to be:Joint 1 SP DSS crushing FORCES (Ib)-Maximum Compression/Maximum capacity of 660 psi,Joint 8 SP No.2 crushing capacity of Tension 565 psi. TOP CHORD 1-2=-594/348,2-19=-2955/1118, 7) Bearing at joint(s)1 considers parallel to grain value 3-19=-2746/1034,3-4=-2487/927, using ANSI/TPI 1 angle to grain formula. Building 4-20=-1606/683,5-20=-1537/695, designer should verify capacity of bearing surface. 5-21=-1527/684,6-21=-1599/666, 8) Provide mechanical connection(by others)of truss to 6-7=-2269/817,7-22=-2436/883, bearing plate capable of withstanding 479 lb uplift at 8-22=-2479/868,8-9=0/38 joint 1 and 537 lb uplift at joint 8. BOT CHORD 2-12=-1056/2547,12-23=-656/1848, 9) Warning:Additional permanent and stability bracing for 23-24=-656/1848,11-24=-656/1848, truss system(not part of this component design)is 11-25=-477/1771,25-26=-477/1771, always required. 10-26=-477/1771,8-10=-666/2179 LOAD CASE(S) Standard WEBS 5-11=-394/1089,6-11=-594/424, 6-10=-159/494,7-10=-313/306, 4-11=-695/478,4-12=-252/679, 3-12=-578/416 NOTES Joaquin Velez PE No.68182 1) Unbalanced roof live loads have been considered for MiTek USA,Inc.FL Cert 6634 this design. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 t I 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev.10/011015 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 Pill 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,seeANSVWPI1 Quality Cdtsda,DSII-e9 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnaflortovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Griggs Res. T17662558 E0167 B17 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 Jul 22 15:29:34 Page:1 I D:dBsoxl IRACpC_6w4ujetYKzODZf-Kr8ZiZk70zob??IzLpxOz451b_4x1 j_ZSxtLgFyvTZF 23-.5-13 96.11.1 11-6-9 6-0-5 [ 5-5-13 5-5-13 11.6.3 17-04a �1a0 0p 5-5-13 5-5-13� [ 6-0-5 11-'are 4x6= REFER TO MITEK DETAIL MII-SCAB-BRACE 4i�_ FOR ALTERNATE WEB BRACING OPTIONS. 5 6 rii 3x4� x4� 12 42 37 lii IP 6rzr— 5x6 5x6, , A .9 .:I 1 \I 000° 14 25 26 13 12 27 28 11 "=`10 3x6= 5x8= 3x4= 5x8= 3x6= 5x8= 8.9.4 I 17-1-12 171p-4 962-12 I '45.0.0 8-9-4 8-4-8 0-8-8 8-4-8 8-9-4 Scale=1:64.8 Plate Offsets(X,Y): [2:0-2-12,0-1-8],[3:0-3-0,0-3-0],[6:0-5-4,0-2-0],[8:0-3-0,0-3-0],[11:0-4-0,0-3-0],[13:0-4-0,0-3-0],[14:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.20 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.39 11-12 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.74 Horz(CT) 0.10 9 n/a rt/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:205 lb FT=20% LUMBER 1) Unbalanced roof live loads have been considered for TOP CHORD 2x4 SP No.2 this design. BOT CHORD 2x4 SP No.2 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) WEBS 2x4 SP No.3 Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;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)-1-6-13 to 1-11-3, 3-4-11 oc purlins,except Interior(1)1-11-3 to 17-0-0,Exterior(2)17-0-0 to 2-0-0 oc purlins(4-11-7 max.):5-6. 22-11-6,Interior(1)22-11-6 to 36-6-13 zone;cantilever BOT CHORD Rigid ceiling directly applied or 6-3-6 oc left and right exposed;end vertical left and right bracing. exposed;C-C for members and forces&MWFRS for WEBS T-Brace: 2x4 SP No.3-6-13 reactions shown;Lumber DOL=1.60 plate grip Fasten(2XIT and I braces to narrow edge DOL=1.60 ) of web with tOd(0.131"x3")nails,6in 3) Provide adequate drainage to prevent water ponding. o.c.,with Sin minimum end distance. 4) Plates checked for a plus or minus 5 degree rotation Brace must cover 90%of web length. about its center. REACTIONS (lb/size) 2=1380/0-5-8,9=1380/0-5-8 5) This truss has been designed for a 10.0 psf bottom Max Horiz 2=-209(LC 13) chord live load nonconcurrent with any other live loads. Max Uplift 2=-528(LC 12),9=-528(LC 13) 6) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle FORCES (Ib)-Maximum Compression/Maximum 3-06-00 tall by 2-00-00 wide will fit between the bottom Tension chord and any other members,with BCDL=10.0psf. TOP CHORD 1-2=0/38,2-21=-2419/855,3-21=-2378/872, 7) All bearings are assumed to be SP No.2 crushing 3-4=-2217/833,4-22=-1561/687, capacity of 565 psi. 5-22=-1548/706,5-6=-1337/682, 8) Provide mechanical connection(by others)of truss to 6-23=-1542/704,7-23=-1555/684, bearing plate capable of withstanding 528 lb uplift at 7-8=-2219/833,8-24=-2379/872, joint 2 and 528 lb uplift at joint 9. 9-24=-2421/855,9-10=0/38 9) Graphical purlin representation does not depict the size BOT CHORD 2-14=-857/2127,14-25=-592/1734, or the orientation of the puriin along the top and/or 25-26=-592/1734,13-26=-592/1734, bottom chord. 12-13=-290/1331,12-27=-502/1734, 10)Warning:Additional permanent and stability bracing for 27-28=-502/1734,11-28=-502/1734, truss system(not part of this component design)is 9-11=-679/2128 always required. WEBS 3-14=-301/295,4-14=-150/483, LOAD CASE(S) Standard 4-13=-585/415,5-13=-233/492, 6-13=-142/216,6-12=-219/470, 7-12=-591/418,7-11=-152/488, Joaquin Velez PE No.68182 8-11=-300/295 Mitek USA,Inc.FL Cert 6634 NOTES 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 I r is 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 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,seeANSVlPlt Qualify Criteria,DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safely Informalbrrovailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662559 E0167 B18 Hip 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jul 16 2019 Print:8.310 E Jul 16 2019 Mitek Industries,Inc.Mon Jul 22 17:25:52 Page:1 I D:ysDHVQ7STwzcy_lhkp8l L9zODV I-OIJ EkkQldj2oJMUc9vKW xA?_agOwVb?nDU95 ESyvSkT I -1_6_(1 7.9_4 [ 15_4_4 [ 9n-n n l 97_2.12 j 35.4_4 1.1A-R-01-6-0 7-9-4 7-2-12 5-0-0 7-2-12 7-9-4 1-6-01 4x8= 4x6= 4 cal 115 5 katI w 12 2; 1 6 r 5x8.4 5x8, 1'0111° , \ / 2 m 9 9 1/= 12 11 23 10 9 7 : 8 3x6= 2x44 5x6= 5x8= 2x44 3x6= I 7.9.d I 15_Q-Q .9_1Q d 27 2 12I 15 -0-0 f 7-9-4 7-2-12 4-10-4 7-4-8 7-9-4 Scale=1:64.6 Plate Offsets(X,Y): [3:0-4-0,0-3-0],[4:0-5-4,0-2-0],[6:0-4-0,0-3-0],[10:0-3-8,0-3-01,[11:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl LA PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.17 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.27 11-12 >999 180 BCLL 0.0' Rep Stress'nor YES WB 0.31 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:184 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=5.Opsf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, BRACING Interior(1)1-11-3 to 15-0-0,Exterior(2)15-0-0 to TOP CHORD Structural wood sheathing directly applied or 24-11-6,Interior(1)24-11-6 to 36-6-13 zone;cantilever 2-11-12 oc purlins,except left and right exposed;end vertical left and right 2-0-0 oc purlins(4-7-10 max.):4-5. exposed;C-C for members and forces&MWFRS for BOT CHORD Rigid ceiling directly applied or 6-6-10 oc reactions shown;Lumber DOL=1.60 plate grip bracing. DOL=1,60 WEBS T-Brace: Zx4 SP No.3-3-11,4-10, 3) Provide adequate drainage to prevent water ponding. 6-10 4) 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 5) 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. 6) 'This truss has been designed for a live load of 20.0psf /0 ,7=1380/0-5 8 on the bottom chord in all areas where a rectangle REACTIONS (lb/size) 2=13805-B Max 2=138 /0-LC 12)8 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. Max Uplift 2=-509(LC 12),7=-509(LC 13) 7) Provide mechanical connection(by others)of truss to FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 bearing plate capable of withstanding 509 lb uplift at (Ib)or less except when shown. joint 2 and 509 lb uplift at joint 7. TOP CHORD 2-19=-2400/897,3-19=-2324/918, 8) Graphical purlin representation does not depict the size 3-20=-1755/750,4-20=-1656/773, or the orientation of the purlin along the top and/or 4-5=-1481/770,5-21=-1653/771, bottom chord. 6-21-1752/748,6-22=-2324/918, 9) Warning:Additional permanent and stability bracing for 7-22=-2400/897 truss system(not part of this component design)is BOT CHORD 2-12=-737/2079,11-12=-738/2075, always required. 11-23=-376/1480,10-23=-376/1480, LOAD CASE(S) Standard 9-10=-708/2075,7-9=-706/2079 WEBS 3-12=0/327,3-11=-683/452,4-11=-155/468, 5-10=-131/469,6-10=-685/453,6-9=0/327 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: July 23,2019 i • 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7073 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 i ek• 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 Cdtila,05549 and SCSI Bolding Component 6904 Padre East Blvd. Safety Info,mafbrlovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty 'Ply Griggs Res. E0167 B19 Hip 1 1 117662560 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 Jul 22 15:29:35 Page:1 I D:1 vgMB3y9vJ_BZBoj51 Liz?zODSx-o1 ixvvklBHwSd9t9vXSdW HevlOQAmD4jgbduDhyvTZE I 1-s0 6-9-4 s2 2 as0 [ 92-11-fl [ s212 ( se4 11-60 4x6= 3x4= 4x6= 4 en en22524. rsa 6 w 12 6 r 5x6 2 4 5x6, 3 7 Iltt 2� • 5 .0 8 1 3 6 1 13 12 26 27 11111411141111111111111111411111111111111111111% 1 10 `9 3x6= 2x4 ii 5x8= 558= 2x4 ii 3x6= I g_O_d [ 13-1-17 [ 71-1n_4 I 75-0.17 I ss-n-n 6-9-4 6-4-8 8-8-8 6-4-8 6-9-4 Scale=1:64.6 Plate Offsets(X,Y): [3:0-3-0,0-3-0],[7:0-3-0,0-3-0],[11:0-3-8,0-3-0],[12:0-3-8,0-3-0] 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 0.46 Vert(LL) -0.26 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.50 11-12 >846 180 BCLL 0.0' Rep Stress Incr YES WB 0.56 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:185 lb FT=20% LUMBER 2) Wind:ASCE 7-10;VuIt=130mph(3-second gust) TOP CHORD 2x4 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, BRACING Interior(1)1-11-3 to 13-0-0,Exterior(2)13-0-0 to TOP CHORD Structural wood sheathing directly applied or 17-11-6,Interior(1)17-11-6 to 22-0-0,Exterior(2) 3-4-2 oc purlins,except 22-0-0 to 26-11-6,Interior(1)26-11-6 to 36-6-13 zone; 2-0-0 oc purlins(4-5-13 max.):4-6. cantilever left and right exposed;end vertical left and BOT CHORD Rigid ceiling directly applied or 6-8-15 oc right exposed;C-C for members and forces&MWFRS bracing. for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS (lb/size) 2=1380/0-5-8,8=1380/0-5-8 3) Provide adequate drainage to prevent water ponding. Max Honz 2=-164(LC 13) 4) Plates checked for a plus or minus 5 degree rotation Max Uplift 2=-486(LC 12),8=-486(LC 13) about its center. FORCES (Ib)-Maximum Compression/Maximum 5) This truss has been designed for a 10.0 psf bottom Tension chord live load nonconcurrent with any other live loads. TOP CHORD 1-2=0/38,2-20=-2437/940,3-20=-2371/958, 6) 'This truss has been designed for a live load of 20.0psf 3-21=-1906/802,4-21=-1822/822, on the bottom chord in all areas where a rectangle 4-22=-1634/806,5-22=-1634/806, 3-06-00 tall by 2-00-00 wide will fit between the bottom 5-23=-1634/806,6-23=-1634/806, chord and any other members,with BCDL=10.0psf. 6-24=-1822/822,7-24=-1906/802, 7) All bearings are assumed to be SP No.2 crushing 7-25=-2371/958,8-25=-2437/940,8-9=0/38 capacity of 565 psi. BOT CHORD 2-13=-732/2120,12-13=-733/2117, 8) Provide mechanical connection(by others)of truss to 12-26=-516/1718,26-27=-516/1718, bearing plate capable of withstanding 486 lb uplift at 11-27=-516/1718,10-11=-754/2117, joint 2 and 486 lb uplift at joint 8. 8-10=-752/2120 9) Graphical puffin representation does not depict the size WEBS 3-13=0/247,3-12=-564/392,4-12=-167/556, or the orientation of the puffin along the top and/or 5-12=-278/196,5-11=-278/196, bottom chord. 6-11=-167/556,7-11=-564/393,7-10=0/247 LOAD CASE(S) Standard 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: July 23,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MI.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/lPll Quality Criteria,DS3a9 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnallonovailable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type . . Qty Ply Griggs Res. 717662561 E0167 620 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 Jul 22 15:29:36 Page:1 I D:Kopso4StFw9N_UQb_8bK7f zODSI-G EGJ7FINyb2J EJSLSEzs2VA3mngVVlisvFMSl7yvTZD 111-6-0' 5-9-4 [ 5-2.12 I 6-6-0 [ 6-6-0 ( 5-2-12 I 5-9-4 11-6-0Q 4x8= 2x4ii 4x8= 4 as Eiz 22 RI S en 23 en en 6 rtm 12 6/3x4 c14 3x4 3 7 2 4 6W 2, 1 12 1 5 :` 1 13 12 11 10 9 3x6= 2x4 r0 5x6= 3x10= 5x6= 2x4 n 3x6= I 5-9-4 I 1-n- 5-2-120 I17. 6 6-00 I 6-6-0 ( 5-92-12 I 5-9-4 Scale=1:64.6 Plate Offsets(X,Y): [4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[11:0-3-0,0-3-0],[13:0-3-0,0-3-0] 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 0.54 Vert(LL) -0.15 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.30 12-13 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.34 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:186 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=5.Opsf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, BRACING Interior(1)1-11-3 to 11-0-0,Exterior(2)11-0-0 to TOP CHORD Structural wood sheathing directly applied or 15-11-6,Interior(1)15-11-6 to 24-0-0,Exterior(2) 3-6-3 oc purlins,except 24-0-0 to 29-2-12,Interior(1)29-2-12 to 36-6-13 zone; 2-0-0 oc purlins(3-6-3 max.):4-6. cantilever left and right exposed;end vertical left and BOT CHORD Rigid ceiling directly applied or 6-7-5 oc right exposed;C-C for members and forces&MWFRS bracing. for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS (lb/size) 2=1380/0-5-8,8=1380/0-5-8 3) Provide adequate drainage to prevent water ponding. Max Horiz 2=-142(LC 17) 4) Plates checked for a plus or minus 5 degree rotation Max Uplift 2=-461 (LC 12),8=-461 (LC 13) about its center. FORCES (Ib)-Maximum Compression/Maximum 5) This truss has been designed for a 10.0 psf bottom Tension chord live load nonconcurrent with any other live loads. TOP CHORD 1-2=0/38,2-21=-2479/987,3-21=-2422/1001, 6) 'This truss has been designed for a live load of 20.0psf 3-4=-2051/886,4-22=-2082/958, on the bottom chord in all areas where a rectangle 5-22=-2082/958,5-23=-2082/958, 3-06-00 tall by 2-00-00 wide will fit between the bottom 6-23=-2082/958,6-7=-2051/886, chord and any other members. 7-24=-2422/1001,8-24=-2479/987,8-9=0/38 7) All bearings are assumed to be SP No.2 crushing BOT CHORD 2-14=-784/2166,13-14=-784/2166, capacity of 565 psi. 12-13-540/1772,11-12=-558/1772, 8) Provide mechanical connection(by others)of truss to 10-11=-802/2166,8-10=-802/2166 bearing plate capable of withstanding 461 lb uplift at WEBS 3-14=0/212,3-13=-454/318,4-13=-95/396, joint 2 and 461 lb uplift at joint 8. 4-12=-258/519,5-12=-403/332, 9) Graphical puffin representation does not depict the size 6-12=-258/519,6-11=-96/396, or the orientation of the purlin along the top and/or 7-11=-454/318,7-10=0/212 bottom chord. NOTES LOAD CASE(S) Standard 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: July 23,2019 n WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 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 properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.seeANSVIPI1 Quality Cilturla,DSB-69 and SCSI Bolding Component 6904 Parke East Blvd. Safety Intannatbrgvailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type 0 , (qty Ply Gnggs Res. T17662562 E0167 B21 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 Jul 22 15:29:36 Page:1 ID:OgDXxCeIjX2FHo4UMnMrEpzODS3-GEGJ7FINyb2JEJSLSEzs2VA5Dnm1Vd2svFMSl7yvTZD ' 1-s0' el-C1.4 I a212 ] se0 [ se0 se0 [ '111.9.19 z i2 [ as4 [iso' 4x6= 3x4= 5x6= 4x6= 4 i a ffa 22* tEa ma .-, 23 ca rsa 7 12 ++ /IN 2x4, 2x4 3 8 4 2# 5 m 9 1 13 12 11 10 3x6e, 5x8= 5x8= 5x8= 3x6, I g-1.12 j 1.7-6.0 [ 25-104 j '15-0-0 9-1-12 8-4-4 8-4-4 9-1-12 Scale=1:64.8 Plate Offsets(X,Y): [2:0-2-9,0-1-8],[6:0-3-0,0-3-0],[9:0-2-9,0-1-8],[11:0-3-12,0-3-0],[12:0-4-0,0-3-0],[13:0-3-12,0-3-0] 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 0.39 Vert(LL) 0.20 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.38 11-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.71 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:175 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=5.0psf;h=25ft; BOT CHORD 2x4 SP No.2 Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)-1-6-13 to 1-11-3, BRACING Interior(1)1-11-3 to 9-0-0,Exterior(2)9-0-0 to 13-11-6, TOP CHORD Structural wood sheathing directly applied or Interior(1)13-11-6 to 26-0-0,Exterior(2)26-0-0 to 3-6-1 oc purlins,except 30-11-6,Interior(1)30-11-6 to 36-6-13 zone;cantilever 2-0-0 oc purlins(3-6-11 max.):4-7. left and right exposed;end vertical left and right BOT CHORD Rigid ceiling directly applied or 6-3-12 oc exposed;C-C for members and forces&MWFRS for bracing. reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 REACTIONS (lb/size) 2=1380/0-5-8,9=1380/0-5-8 3) Provide adequate drainage to prevent water ponding. Max Horiz 2=119(LC 12) 4) Plates checked for a plus or minus 5 degree rotation Max Uplift 2=-432(LC 12),9=-432(LC 13) about its center. FORCES (Ib)-Maximum Compression/Maximum 5) This truss has been designed for a 10.0 psf bottom Tension chord live load nonconcurrent with any other live loads. TOP CHORD 1-2=0/38,2-20=-2466/1041, 6) 'This truss has been designed for a live load of 20.0psf 20-21=-2436/1053,3-21=-2387/1055, on the bottom chord in all areas where a rectangle 3-4=-2208/915,4-22=-1939/877, 3-06-00 tall by 2-00-00 wide will fit between the bottom 5-22=-1939/877,5-6=-2480/1056, chord and any other members. 6-23=-1939/877,7-23=-1939/877, 7) All bearings are assumed to be SP No.2 crushing 7-8=-2208/915,8-24=-2387/1054, capacity of 565 psi. 24-25=-2436/1052,9-25=-2466/1041, 8) Provide mechanical connection(by others)of truss to 9-10=0/38 bearing plate capable of withstanding 432 lb uplift at BOT CHORD 2-13=-836/2179,12-13=-862/2429, joint 2 and 432 lb uplift at joint 9. 11-12=-832/2429,9-11=-856/2179 9) Graphical purlin representation does not depict the size WEBS 3-13=-290/280,4-13=-203/715, or the orientation of the purlin along the top and/or 5-13=-711/394,5-12=0/191,6-12=0/191, bottom chord. 6-11=-711/393,7-11=-202/715, LOAD CASE(S) Standard 8-11=-290/281 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: July 23,2019 1 I NH Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10M3/2015 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 ind'nndual 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.seeANSI/IP11 Quality Cdfona,DS349 and SCSI Balding Component 6904 Parke East Blvd. Sa1Ny Infonnafbnavaiiable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type e , Qty Ply Griggs Res. E0167 0 Hip Girder 1 1 Job Reference(optional) T17662563 Gleckler and Sons Building Supp les,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310 E Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:37 Page:1 I D:JJyj?COkjm6FTRm3XuwXoBzODND-kQghKbm?juAAsTOY0yU5bij87BCdE4Q08v6?HayvTZC 11-6-9 3-11-4 3-11-4 I 7-11.0 3-0-2 ( 12-3-14 I 17.64 5-3-14 5-2-2 I 5-2-2 I 5-3-14 ' 3-0-12 j 3-11-4 ' 1- 6-0' Special NAILED NAILED MT18HS6x12= 2x4n 3x10= 7x6= MT18HS6x12= 12 4 a13 514 56a 66msa a 6 as .-. co am 8 6/3x4 1.-: r,� a a� 71°13 3x43 �` 9��- n ❑ BCBl 10 1' 18 17 25 26 16 15 14 12 ;`11 5x12 a 2x4 n 3x4= MT2OHS 10x10= 2x4 n MT2OHS 10x10= 3x4= 2x4 rr 5x12 Special NAILED NAILED HTU26 3-11-4 ' 3-2-8 ' 1021-1 5-2 2d [ 5-2-2 [ 5- -2 8-2 [ 25-2-2� [ 3-2 82 ' 3-111-4 Scale=1:64.8 Plate Offsets(X,Y): [2:0-2-7,Edge],[4:0-4-8,0-3-0],[7:0-3-0,0-5-0],[8:0-4-8,0-3-0],[10:0-2-7,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 0.95 Vert(LL) 0.47 15-16 >898 240 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.69 15-16 >606 180 MT20 244/190 BCLL 0.0* Rep Stress Inc/ NO WB 0.76 Horz(CT) 0.14 10 n/a n/a MT2OHS 187/143 BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:230 lb FT=20% LUMBER NOTES 14) Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP No.2'Except'4-7,7-8:2x6 SP No.2 1) Unbalanced roof live loads have been considered for provided sufficient to support concentrated load(s)206 BOT CHORD 2x6 SP DSS this design. lb down and 284 lb up at 7-0-0 on top chord,and 338 lb WEBS 2x4 SP No.3"Except" 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) down and 115 lb up at 7-0-0 on bottom chord. The 16-4,16-6,14-6,14-8:2x4 SP No.2 Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; design/selection of such connection device(s)is the BRACING Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) responsibility of others. TOP CHORD Structural wood sheathing directly applied or exterior zone;cantilever left and right exposed;end 15)Warning:Additional permanent and stability bracing for 2-0-7 oc purlins,except vertical left and right exposed;Lumber DOL=1.60 plate truss system(not part of this component design)is 2-0-0 oc purlins(2-1-2 max.):4-8. grip DOL=1.60 always required. BOT CHORD Rigid ceiling directly applied or 5-0-9 oc 3) Provide adequate drainage to prevent water ponding. 16) In the LOAD CASE(S)section,loads applied to the face bracing. 4) All plates are MT20 plates unless otherwise indicated. of the truss are noted as front(F)or back(B). WEBS Brace: Jx4 SP No.3-6-14 5) Plates checked for a plus or minus 5 degree rotation LOAD CASE(S) Standard �� Fasten X) T and I braces to narrow edge about its center. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, of web with 10d(0.131"x3")nails,6in 6) This truss has been designed for a 10.0 psf bottom Plate Increase=1.25 o.c.,with 3in minimum end distance. chord live load nonconcurrent with any other live loads. Uniform Loads(lb/ft) Brace must cover 90%of web length. 7) 'This truss has been designed for a live load of 20.0psf Vert:1-4=-54,4-8=-54,8-11=-54,2-10=-20 on the bottom chord in all areas where a rectangle Concentrated Loads Ib REACTIONS (lb/size) 2=2870/0-5-8,10=2041/0-5-8 3-06-00 tall by2-00-00 wide will fit between the bottom ( ) Max Horiz 2=-96(LC 13) Vert:4=-159(F),17=-338(F),16=-1309(F),23=-109 Max Uplift 2=-1198(LC 5),10=-781 (LC 4) chord and any other members. (F),24=-109(F),25=-64(F),26=-64(F) FORCES Ib -Maximum Compression/Maximum 8) All bearings are assumed to be SP DSS crushing ( ) P capacity of 660 psi. Tension 9) Provide mechanical connection(by others)of truss to TOP CHORD 1-2=0/38,2-3=-5840/2531,3-4=-5786/2585, bearing plate capable of withstanding 1198 lb uplift at 4-23=-7428/3329,23-24=-7430/3330, joint 2 and 781 lb uplift at joint 10. 5-24=-7433/3331,5-6=-7429/3327, 10)Graphical purlin representation does not depict the size 6-7=-5426/2394,7-8=-5428/2396, or the orientation of the purlin along the top and/or 8-9=-3885/1643,9-10=-4017/1612, bottom chord. 10-11=0/38 11)Use Simpson Strong-Tie HTU26(20-10d Girder, BOT CHORD 2-18=-2252/5195,17-18=-2252/5195, 11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 17-25=-2265/5192,25-26=-2265/5192, 12-2-4 from the left end to connect truss(es)to front face 16-26=-2265/5192,15-16=-2903/6759, of bottom chord. 14-15=-2903/6759,13-14=-1363/3467, 12)Fill all nail holes where hanger is in contact with lumber. 12-13=-1379/3567,10-12=-1379/3567 13)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails WEBS 3-18=-92/113,3-17=-239/110, per NDS guidelines. 4-17=-143/728,4-16=-1223/2702, 5-16=-499/436,6-16=-788/850,6-15=0/227, Joaquin Velez PE No.68182 6-14=-1640/769,7-14=-351/277, MiTek USA,Inc.FL Cart 6634 8-14=-1125/2386,8-13=-70/313, 6904 Parke East Blvd.Tampa FL 33610 9-13=-215/135,9-12=-29/96 Date: July 23,2019 4 1 0 WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev.10/03/2015 BEFORE USE. idll 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 Cdteda,DS549 and SCSI lidding Component 6904 Parke East Blvd. Safety Intormatbrrovoilable from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. E0167 B23 Roof Special Girder 1 3717662564 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 Jul 22 15:29:38 Page:1 I D:ieGBAevnrpf7hgOgBDClx_zODy_-kaghKbm?juAAsTOY0yU5bij IjB6TE5808v6?HayvTZC 4-8-12 I 4 9-3-7102 I 13-100-124-7- I 18-7-8 4-8-12 I 64-1-8 -6-0 1 25 8 1-6-0 3ix10= 2x4 ii 3x10= 5x6= 4x8= _ w 6a 6d 2 ISa IRd ba 6a IRd 4 151 6a 5 12 $ to Ell m _l 6 m t 6 12 n - — 11 15 I 10 9 8 it 7 a 3x10 ii 10x12= 12x12= 6x8= 3x10 ii 6x8= HGUS26-2 I 4-8-12 4-8-12 I 4-7-10 I 1 4 3-10-17-0 2 I 18-5-124-7-0 I 24- -8 5-7-12 I Scale=1:45.5 Plate Offsets(X,Y): [4:0-3-0,0-3-0],[5:0-5-4,0-2-0],[6:0-5-4,0-0-7],[10:0-6-0,0-9-0],[11:0-6-0,0-8-0],[12:0-5-12,0-1-8] Loading (psf) Spacing 1-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.13 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.19 10-11 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.65 Horz(CT) 0.02 6 n/a n/a BCDL 18.0 Code FBC2017/TPI2014 Matrix-MS Weight:590 lb FT=20% LUMBER 2) All loads are considered equally applied to all plies, Concentrated Loads(Ib) TOP CHORD 2x4 SP No.2 except if noted as front(F)or back(B)face in the LOAD Vert:15=-5460(F) BOT CHORD 2x12 SP No.2 CASE(S)section.Ply to ply connections have been WEBS 2x4 SP No.3*Except*11-1,11-3,9-3,9-5:2x4 provided to distribute only loads noted as(F)or(B), SP No.2 unless otherwise indicated. BRACING 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD Structural wood sheathing directly applied or Vasd=101 mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25ft; 6-0-0 oc purlins, except end verticals,and Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 2-0-0 oc purlins(6-0-0 max.):1-5. exterior zone;cantilever left and right exposed;Lumber BOT CHORD Rigid ceiling directly applied or 10-0-0 oc DOL=1.60 plate grip DOL=1.60 bracing. 4) Provide adequate drainage to prevent water ponding. REACTIONS (lb/size) 6 1830/0-5-8,12=4747/0-5-8 5) Plates checked for a plus or minus 5 degree rotation about its center. Max Horiz 12=-89(LC 9) 6) This truss has been designed for a 10.0 psf bottom Max Uplift 6=-753(LC 4),12=-2175(LC 4) chord live load nonconcurrent with any other live loads. FORCES (Ib)-Maximum Compression/Maximum 7) '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 1-12=-4222/1957,1-2=-7715/3545, 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-3=-7715/3545,3-4=-5696/2547, chord and any other members. 4-5=-5696/2547,5-6=-3938/1706,6-7=0/22 8) All bearings are assumed to be SP No.2 crushing BOT CHORD 11-12=-36/98,11-15=-3881/8641, capacity of 565 psi. 10-15=-3881/8641,9-10=-3881/8641, 9) Provide mechanical connection(by others)of truss to 8-9=-1491/3524,6-8=-1481/3494 bearing plate capable of withstanding 2175 lb uplift at WEBS 1-11=-3977/8663,2-11=-98/79, joint 12 and 753 lb uplift at joint 6. 3-11=-1052/443,3-10=-850/1944, 10)Graphical purlin representation does not depict the size 3-9=-3349/1586,4-9=-119/105, or the orientation of the purlin along the top and/or 5-9=-1153/2453,5-8=-171/516 bottom chord. NOTES 11)Use Simpson Strong-Tie HGUS26-2(20-10d Girder, 1) 3-ply truss to be connected together with 10d 6-10d Truss)or equivalent at 5-6-12 from the left end to (0.13150)nails as follows: connect truss(es)to front face of bottom chord. Top chords connected as follows:2x4-1 row at 0-9-0 LOAD CASE(S) Standard oc. Bottom chords connected as follows:2x12-5 rows 1) Dead+Roof Live(balanced):Lumber Increase=1.25, staggered at 0-4-0 oc. Plate Increase=1.25 Web connected as follows:2x4-1 row at 0-9-0 oc. Uniform Loads(lb/ft) Joaquin Velez PE No.68182 Vert:1-5=-27,5-7=-27, oa7,6-12=-18 9 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 V WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekSl 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 0 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,D31-89 and 1CSI Building Component 6904 Parke East Blvd. Safety lnformationavailabie from Truss Rate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r Qty Ply Griggs Res. T17662565 E0167 B24 Hip Girder 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 Jul 22 15:29:39 Page:1 ID:VGehclfzrcNPgzHegFwUEizOCvA-CcO3YxneUCI1 Ucbkaf?K7wFIGbVpzUy9NZrYgOyvTZB t- »- 9_5.9 14.14.-Q-111.o-t911-911-9-9_ � 95_a_7 11-(1-31zt- as-n-n I 1.6-0' 3- 11-8 j [5-6-1 5-4-5 ] 5-4-5 [ 5-4-5 ] 5-6-1 ] 3-11-8 [ 1-6-0' Special NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED Special NAILED NAILED NAILED Special NAILED 12 5x10= 2x4 s 5x12= p 3x6= MT2OHS 6x10= 5x10= 61- 3 1 42 ',:lop 44 15x25 5 26 W. t1 - 6 2�-. 3@a •.7 3@r r 8 r� I�l\❑ II rt_ rn / m _ n n ISM n n n n n n n tllt� n n 9 1 16 34 35 1536 37 38 14 39 40 41 13 42 43 4412 45 46 11 to 4x6= 2x4 ii 5x12= MT2OHS 7x10= MT2OHS 7x10= 5x12= 2x4 n 4x6= Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED 4-1-4 I 5 5-4-5 I t5-4-5d ( 5-4-5 I 26 4-5 305.4512 [ 4-1-44I Scale=1:64.8 Plate Offsets(X,Y): [3:0-8-0,0-2-8],[5:0-5-8,0-3-0],[8:0-8-0,0-2-8],[13:0-5-0,0-4-12],[14:0-5-0,0-4-12] 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 0.99 Vert(LL) 0.90 13-14 >468 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -1.24 13-14 >339 180 MT2OHS 187/143 BCLL 0.0' Rep Stress lncr NO WB 0.94 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:194 lb FT=20% LUMBER WEBS 3-16=-17/387,3-15=-1568/3153, 12)Hanger(s)or other connection device(s)shall be TOP CHORD 2x4 SP DSS*Except*1-3,8-10:2x4 SP No.2 4-15=-386/359,5-15=-1705/835,5-14=0/327, provided sufficient to support concentrated load(s)73 lb BOT CHORD 2x6 SP DSS 5-13=-59/35,6-13=0/306,6-12=-1643/802, down and 137 lb up at 3-11-8,30 lb down and 81 lb up WEBS 2x4 SP No.3*Except* 7-12=-391/361,8-12=-1576/3168, at 14-0-4,and 30 lb down and 81 lb up at 22-11-12, 15-3,15-5,13-5,12-6,12-8:2x4 SP No.2 8-11=-15/384 and 73 lb down and 137 lb up at 31-0-8 on top chord, BRACING NOTES and 89 lb down and 28 lb up at 3-11-8,and 89 lb down TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced roof live loads have been considered for and 28 lb up at 30-11-12 on bottom chord. The design/ 2-11-2 oc purlins,except this design. selection of such connection device(s)is the 2-0-0 oc puffins(2-0-2 max.):3-8. 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) responsibility of others. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; 13) In the LOAD CASE(S)section,loads applied to the face bracing. Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope) of the truss are noted as front(F)or back(B). REACTIONS (lb/size) 2=1845/0-5-8,9=1845/0-5-8 exterior zone;cantilever left and right exposed;end LOAD CASE(S) Standard Max Horiz 2=-63(LC 13) vertical left and right exposed;Lumber DOL=1.60 plate 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-811(LC 5),9=-811 (LC 4) grip DOL=1.60 Plate Increase=1.25 ) Maximum CoCompression/Maximum3) Provide adequate drainage to prevent water ponding. Uniform Loads(lb/ft) FORCES (lb)-Mn Tb) 4) All plates are MT20 plates unless otherwise indicated. Vert:1-3=-54,3-8=-54,8-10=-54,2-9=-20 TOP CHORD 1-2=0/38,2-3=-3738/1744,3-21=-6295/3036, 5) Plates checked for a plus or minus 5 degree rotation Concentrated Loads(Ib) about its center. 21-22=-6295/3036,4-22=-6295/3036, 4-23=-6295/3036,23-24=-6295/3036, 6) This truss has been designed for a 10.0 psf bottom 24-25=-6295/3036,5-25=-6295/3036, chord live load nonconcurrent with any other live loads. 5-26=-7846/3782,26-27=-7846/3782, 7) *This truss has been designed for a live load of 20.Opsf 27-28=-7846/3782,6-28=-7846/3782, on the bottom chord in all areas where a rectangle 6-29=-6306/3041,29 30=6306/3041, 3-06-00 tall by 2-00-00 wide will fit between the bottom 30-31=-6306/3041,7-31=-6306/3041, chord and any other members. 7-32=-6306/3041,32-33=-6306/3041, 8) All bearings are assumed to be SP DSS crushing 8-33=-6306/3041,8-9=-3736/1742, capacity of 660 psi. 9-10=0/38 9) Provide mechanical connection(by others)of truss to BOT CHORD 2-16=-1526/3317,16-34=-1527/3342, bearing plate capable of withstanding 811 lb uplift at joint 34-35=-1527/3342,15-35=-1527/3342, 2 and 811 lb uplift at joint 9. 15-36=-3751/7893,36-37=-3751/7893, 10)Graphical puffin representation does not depict the size 37-38=-3751/7893,14-38=-3751/7893, or the orientation of the puffin along the top and/or 14-39=-3751/7893,39-40=-3751/7893, bottom chord. 40-41=-3751/7893,13-41=-3751/7893, 11)"NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails 13-42=-3718/7846,42-43=-3718/7846, per NDS guidelines. 43-44=-3718/7846,12-44=-3718/7846, Joaquin Velez PE No.68182 12-45=-1500/3340,45-46=-1500/3340, MiTek USA,Inc.FL Cert 6634 11-46=-1500/3340,9-11=-1499/3315 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 July 23,2019 I o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-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 iTek' 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 Cdt.Aa,DSI-$9 and SCSI Building Component 6904 Parke East Blvd. Safely lifonnaflonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type , Qty Ply Griggs Res. T17662565 E0167 B24 Hip Girder 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 Jul 22 15:29:39 Page:2 ID:VGehclfzrcNPgzHegFwUEizOCvA-CcO3YxneUCl1 Ucbkaf?K7wFIGbVpzUy9NZrYgOyvTZB Vert:3=-30(B),8=-30(B),16=-89(B),11=-89(B), 21=-30(B),22=-30(B),23=-30(B),24=-30(B), 25=-30(B),26=-30(B),27=-30(B),28=-30(B), 29=-30(B),30=-30(B),31=-30(B),32=-30(B), 33=-30(B),34=-23(B),35=-23(B),36=-23(B), 37=-23(B),38=-23(B),39=-23(B),40=-23(B), 41=-23(B),42=-23(B),43=-23(B),44=-23(B), 45=-23(B),46=-23(B) • 1 � mil. Q WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev.1003/2015 BEFORE USE. Design valid for use only with Mi Tek®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$1/WPl1 Quality Cdtsda,DSl-89 and SCSI 8uUdY g Component 6904 Parke East Blvd. Safety kitommtlonayailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type r . Qty Ply Griggs Res. E0167 C25 Common Supported Gable 1 1 T17662566Job 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 Jul 22 15:29:39 Page:1 ID:OZ?X?PbTAVi3TpQHOuj_sHzODLf-gpySIHoGFW Qu5mAw8N W Zg7ofx?zoi8nJbDb6MSyvTZA 1-6-0 11-9-7 I 9-7-18 20-11-9 I1-922-9-0 12-6-00 44. 10 y I\ 11 358 1236 m o 7: 13 m� in 4. 6 14 ren iall 12 5 15 co 6 3x4 3x4. 4 16 CO .137 M� 4x8= 3x4- 4x8= l 22-9-0 Scale=1:48.5 Plate Offsets(X,Y): [2:0-4-0,0-2-1],[18:0-4-0,0-2-1] 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 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0* Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight:139 lb FT=20% LUMBER TOP CHORD 1-2=0/36,2-34=-138/60,3-34=-133/65, 5) Plates checked for a plus or minus 5 degree rotation TOP CHORD 2x4 SP No.2 3-4=-132/84,4-5=-73/89,5-6=-45/100, about its center. BOT CHORD 2x4 SP No.2 6-7=-28/129,7-35=-42/169,8-35=-34/172, 6) Gable requires continuous bottom chord bearing. OTHERS 2x4 SP No.3 8-9=-57/217,9-10=-71/253,10-11=-71/256, 7) Gable studs spaced at 1-4-0 oc. BRACING 11-12=-57/221,12-36=-34/175, 8) This truss has been designed for a 10.0 psf bottom TOP CHORD Structural wood sheathing directly applied or 13-36=-42/173,13-14=-27/133, chord live load nonconcurrent with any other live loads. 6-0-0 oc purlins. 14-15=-11/88,15-16=-21/53,16-17=-79/55, 9) *This truss has been designed for a live load of 20.Opsf BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 17-37=-79/41,18-37=-84/41,18-19=0/36 on the bottom chord in all areas where a rectangle bracing. BOT CHORD 2-33=-50/155,32-33=-50/155, 3-06-00 tall by 2-00-00 wide will fit between the bottom 31-32=-50/155,30-31=-50/155, chord and any other members. REACTIONS (lb/size) 2=212/22-9-0,18=212/22-9-0, 29-30=-50/155,28-29=-50/155, 10)All bearings are assumed to be SP No.2 crushing 20=204/22-9-0,21=55/22-9-0, 27-28=-50/155,26-27=-50/155, 22=108/22-9-0,23=97/22-9-0, ovof 565 psi. 25-26=-50/155,24-25=-50/155, 11) Provide mechanical connection(by others)of truss to 24=99/22-9-0,25=102/22-9-0, 23-24=-50/155,22-23=-50/155, bearing plate capable of withstanding 77 lb uplift at joint 26=97/22-9-0,27=102/22-9-0, 21-22=-50/155,20-21=-50/155, 28=99/22-9-0,29=97/22-9-0, 2,99 lb uplift joint 18,56 lb uplift joint27,67 lb 18-20=50/155 uplift at joint 288,63 lb uplift at joint 299,64 lb uplift at joint 31=108/22-9-0,32=55/22-9-0, WEBS 10-26=-118/12,9-27=-76/129,8-28=-72/133, 33=204/22-9-0 31,55 lb uplift at joint 32,91 lb uplift at joint 33,52 lb 7-29=-71/84,6-31=-77/89,5-32=-48/69, uplift at joint 25,68 lb uplift at joint 24,62 lb uplift at joint Max Horiz 2=-138(LC 13) 4-33=-139/146,11-25=-76/129, 23,64 lb uplift at joint 22,52 lb uplift at joint 21 and 99 lb Max Uplift 2=-77(LC 12),18=-99(LC 13), 12-24=-72/133,13-23=-71/84,14-22=-77/89, uplift at joint 20. 20=-99(LC 13),21=-52(LC 13), 15-21=48/69,16-20=-139/145 LOAD CASE(S) Standard 22=-64(LC 13),23=-62(LC 13), NOTES 24=-68(LC 13),25=-52(LC 13), 27=-56(LC 12),28=-67(LC 12), 1) Unbalanced roof live loads have been considered for 29=-63(LC 12),31=-64this design. (LC 12), 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) 32=55(LC 12),33=-91 (LC 12) Vasd=101mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25ft; Max Gray 2=213(LC 23),18=213(LC 24), Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 20=204(LC 24),21=55(LC 1), exterior zone and C-C Corner(3)-1-6-13 to 1-5-3, 22=108(LC 24),23=97(LC 1), Exterior(2)1-5-3 to 11-4-8,Corner(3)11-4-8 to 14-4-8, 24=99(LC 24),25=103(LC 24), Exterior(2)14-4-8 to 24-3-13 zone;cantilever left and 26=139(LC 22),27=103(LC 23), right exposed;end vertical left and right exposed;C-C 28=99(LC 23),29=97(LC 1), for members and forces&MWFRS for reactions shown; 31=108(LC 23),32=55(LC 1), Lumber DOL=1.60 plate grip DOL=1.60 33=204(LC 23) FORCES (Ib)-Maximum Compression/Maximum 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face), Tension see Standard Industry Gable End Details as applicable, Joaquin Velez PE No.68182 or consult qualified building designer as per ANSI/TPI 1. MiTek USA,Inc.FL Cert 6634 4) All plates are 2x4 MT20 unless otherwise indicated. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 • Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*11-7473 rev.194532015 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 RI! 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,D3549 and ICSI Belding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Griggs Res. 717662567 E0167 C26 Common 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jun 11 2019 Print:8.310E Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:40 Page:1 ID:VAVRgfoRfWhPLoZ_IId05uGZzODRs-8?VgzdouOpYljwl6h41oDKLopPBdRZsSgtKfuvyvTZ9 1-6-0 I 5-11-8 I 51'5-0 !5 .5-0 16-9-8 I 5.122-81-8 1-0 21.6-0 4-3-0 I 4x6= 4 ii 12•!r se / i111O1 / 1967 3x4 a 5x6= 3x4= 3x4., 7-9-3 14-11-13 I 22-9-0 Scale=1:50.6 7-9-3 7.2-11 7-9-3 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[6:0-2-10,0-1-8],[9:0-3-0,0-3-0] 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 0.35 Vert(LL) -0.11 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.18 9-12 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:106 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=10.0psf. 4-7-10 oc purlins. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-4-1 oc capacity of 565 psi. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (Ib/size) 2=926/0-5 8,6=926/0-5-8 bearing plate capable of withstanding 367 lb uplift at Max Horiz 2=-146(LC 17) joint 2 and 367 lb uplift at joint 6. Max Uplift 2=-367(LC 12),6=-367(LC 13) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-16=-1444/502,3-16=-1405/519, 3-17=-1297/503,4-17=-1222/514, 4-18=-1222/514,5-18=-1297/503, 5-19=-1405/519,6-19=-1444/502,6-7=0/38 BOT CHORD 2-9=-487/1257,9-20=-197/831, 20-21=-197/831,8-21=-197/831, 6-8=-369/1257 WEBS 4-8=-232/503,5-8=-314/311,4-9=-231/503, 3-9=-314/311 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-4-8,Exterior(2)11-4-8 to 14-4-8, Interior(1)14-4-8 to 24-3-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Joaquin Velez PE No.68182 Lumber DOL=1.60 plate grip DOL=1.60 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: July 23,2019 1 I mg 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M17473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is bosed 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.seeANSVTPI1 Quality Cdteda,DSI•89 and ICSI folding Component 6904 Parke East Blvd. Safety Inforrnatkxrovailoble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r Qty Ply Griggs Res. E0167 C27 Common 3 1 717662568 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 Jul 22 15:29:40 Page:1 ID:5tLkcRzDMgSPOyegSyLAgW zODRe-8?VgzdouopYljwl6h41 oDKLoVPBW RZgSgtKtuvyvTZ9 I 5-11-8 5-11-8 I 5-5-01 -4-8 1 I 6-9-8 5-5-0 I 52 -0 19-8 121-6-0 4x6. 3 6 : c,i ii 12 16 17 24�� 2x4 4 Aillihh15 18 1 5 v ii -.1 8 19 20 7 14 6 3x6= 5x6= 3x4. 3x6= 7-9-3 14-11-13 22-9-0 Scale=1:50.6 I 7-9-3 I 7-2-11 I 7-9-3 I Plate Offsets(X,Y): [8:0-3-0,0-3-0] 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 0.37 Vert(LL) -0.10 7-8 >999 240 MT20 • 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.19 8-11 >999 180 BCLL 0.0' Rep Stress!nor YES WB 0.22 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:104 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.Opsf 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=10.Opsf. 4-5-8 oc purlins. 6) Bearings are assumed to be:,Joint 5 SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-1-7 oc capacity of 565 psi. bracing. 7) Refer to girder(s)for truss to truss connections. REACTIONS (lb/size) 1=839/Mechanical,5=929/0-5-8 8) Provide mechanical connection(by others)of truss to Max Horiz 1=-163(LC 17) bearing plate capable of withstanding 307 lb uplift at Max Uplift 1=-307(LC 12),5=-368(LC 13) joint 1 and 368 lb uplift at joint 5. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-15=-14621554,2-15=-1415/566, 2-16=-1314/543,3-16=-1239/560, 3-17=-1228/532,4-17=-1303/522, 4-18=-1411/538,5-18=-1450/521,5-6=0/38 BOT CHORD 1-8=-503/1276,8-19=-202/837, 19-20=-2021837,7-20=-202/837, 5-7=-386/1262 WEBS 3-7=-231/502,4-7=-314/311,3-8=-245/519, 2-8=-323/318 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.Opsf;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 11-4-8,Exterior(2)11-4-8 to 14-4-8,Interior (1)14-4-8 to 24-3-13 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 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: July 23,2019 4 a V WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 650.7473 rev.115V312015 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,not11111 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/tP11 Quality Cdtsrla,D3849 and ICA Building Component 6904 Parke East Blvd. Safety IntormatIarnvailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Griggs Res. 717662569 E0167 CJ44 Jack-Open 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 Mitek Industries,Inc.Mon Jul 22 15:29:41 Page:1 ID:OoXtK1 EwEkF33ixHlfOwbzOEK5-cB3CAzpWn7gcL4KJFnZ1lYtunoZ_A3Jb3X4DOLyvTZ8 -1-6-0 4-11-11 1-6-0 I 4-11-11 12 6 3 7 3x4ep a 0 2 � M 1NI 5 - 4 5x6 ii 4-11-11 Scale=1:38.9 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 0.66 Vert(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.05 4-5 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:20 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) 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 5,130 lb uplift at joint 3 and 5 lb uplift at joint 4. 4-11-11 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=110/Mechanical,4=50/ Mechanical,5=285/0-5-8 Max Horiz 5=141 (LC 12) Max Uplift 3=-130(LC 12),4=-5(LC 12), 5=-90(LC 12) Max Gray 3=110(LC 1),4=89(LC 3),5=285 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-240/254,1-2=0/41,2-6=-110/25, 6-7=-107/30,3-7=-103/49 BOT CHORD 4-5=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 4-10-15 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 Date: July 23,2019 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10032015 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 Mi ek• 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/I1,I1 Quality Criteria.DSB-19 and SCSI Belding Component 6904 Parke East Blvd. Safety lnfolmallonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. 717662570 E0167 CJ45 Jack-Open 4 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:41 Page:1 ID:dF3rel8v6GEB6TJkq_tlavzOEKD-c83CAzpWn7gcL4KJFnZ11YtzOodpA3Jb3X4DQLyvTZ8 -1-6-0 2-11-11 1-6-0 I 2-11-11 12 6 1_ 3 II 6 3x4n 2 _ .1.1111111.1111111111 O d N ^ t ; 5 Y �I 4 3x4 2.11.11 Scale=1:35.1 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0' Rep Stress'nor YES WB 0.00 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:13 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) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 75 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 5,75 lb uplift at joint 3 and 7 lb uplift at joint 4. 2-11-11 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=51/Mechanical,4=22/ Mechanical,5=223/0-5-8 Max Horiz 5=97(LC 9) Max Uplift 3=-75(LC 12),4=-7(LC 12),5=-75 (LC 12) Max Gray 3=51 (LC 1),4=51 (LC 3),5=223 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-190/227,1-2=0/41,2-6=-65/22, 3-6=-61/29 BOT CHORD 4-5=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.Opsf;BCDL=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 2-10-15 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. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev.10/03/2015 BEFORE USE. 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 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 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 Qualify Ci tech,DSla9 and BCSI lidding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662571 E0167 CJ46 Jack-Open 4 1 Job Reference(optional) Gleclder and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 Mitek Industries,Inc.Mon Jul 22 15:29:41 Page:1 I D:jJbwGQS44Fb2JzcgdaMCvOzQEMP-cB3CAzpW n7gcL4KJFnZ 1 IYt_coIxA3Jb3X4DQLyvTZ8 -1-6-0 11-11 1-6-0 -11.11 12 6 3x4 ii 3 2 1 • o 4 o • v 5 LM, 4 2x4u p-11.11 Scale=1:31.4 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MR Weight:7 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 87 lb uplift at joint WEBS 2x4 SP No.3 5,29 lb uplift at joint 4 and 58 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=-58/Mechanical,4=-9/ Mechanical,5=219/0-5-8 Max Horiz 5=66(LC 9) Max Uplift 3=-58(LC 1),4=-29(LC 9),5=-87 (LC 12) Max Gray 3=27(LC 8),4=21 (LC 10),5=219 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-194/257,1-2=0/41,2-3=-46/25 BOT CHORD 4-5=0/0 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;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 Joaquin Velez PE No.68182 chord and any other members. Mitsk USA,Inc.FL Cert 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: July 23,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03r2015 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 Mi ek• 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 Quality Catena.DSl49 and BCSI Belding Component 6904 Parke East Blvd. Safety Ydonnaflonavallable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17ss2572 E0167 CJ47 Jack-Open 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 Jul 22 15:29:41 Page:1 ID:ZKRYObB W 7MjsBj07VkfOZIzOD RM-cB3CAzp W n7gcL4KJ FnZ 1 lYtzuocbA3Jb3X4DOLyvTZB -1.6-04-11-11 1-6-0 I 4-11-11 12 g 3 0 g b `.° N C.) 2 0 1 ►- ►� 4 3x4= 4-11-11 Scale=1:37.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:18 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 3 and 120 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=280/0-5-8,3=111/Mechanical, 4=57/Mechanical Max Horiz 2=163(LC 12) Max Uplift 2=-120(LC 12),3=-108(LC 12) Max Gray 2=280(LC 1),3=111 (LC 1),4=87 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-8=-164/27,3-8=-85/46 ROT CHORD 2-4=-44/90 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 4-10-15 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: July 23,2019 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.16103/1015 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,not11111. 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.seeANSVTPl1 Quality Criteria,DSa-$9 and SCSI Buldtsg Component 6904 Parke East Blvd. Safety Informolbnovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662573 E0167 CJ48 Jack-Open 10 1 Job Reference(optional) Gladder 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 Jul 22 15:29:42 Page:1 ID:gOEW rdHU1 muboJQDk?iIXzOEDa-50daNIg8XRoTyEvVpV4GIIQBRC?DvW VIHBpmznyvTZ7 -1-6-0 2-11-11 I 1-6-0 I 2-11-11 12 6 3 8 d N 2 N i I ro--�- 4 2x4= 2-11-11 Scale=1:33.9 Plate Offsets(X,Y): [2:0-4-0,0-0-4] 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 0.15 Vert(LL) 0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 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 38 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 68 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=215/0-5-8,3=58/Mechanical, 4=27/Mechanical Max Horiz 2=82(LC 12) Max Uplift 2=-68(LC 12),3=-38(LC 12) Max Gray 2=215(LC 1),3=58(LC 1),4=49 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-8=-104/37,3-8=-31/22 BOT CHORD 2-4=-41/76 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;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 2-10-15 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 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. 6) Refer to girder(s)for truss to truss connections. July 23,2019 r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Me-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®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 I et( 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,seeANSVTPl1 Quality Criteria,DSB49 and SCSI Bolding Component 6904 Parke East Blvd. Safety tnformotbnavalloble from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type t Qty Ply Griggs Res. T17662574 E0167 CJ49 Jack-Open 10 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 Jul 22 15:29:42 Page:1 I D:gOE W rdHU 1 muboJODk?ilXzOEDa-5OdaN Ig8XRoTyEvVpV4G IIQBRConvW YIHBpmznyvTZ7 Ir -1-6-0 11-11 1-6-0 { 11-11 I 12 6 r- 3 2 0 r:) m a 4 cs-- 1 354. Q-11-11 Scale=1:30.1 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 0.15 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 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 85 lb uplift at joint BOT CHORD 2x4 SP No.2 2,24 lb uplift at joint 4 and 9 lb uplift at joint 3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=189/0-5-8,3=-9/Mechanical, 4=-24/Mechanical Max Horiz 2=44(LC 12) Max Uplift 2=-85(LC 12),3=-9(LC 1),4=-24 (LC 1) Max Gray 2=189(LC 1),3=11(LC 8),4=23 (LC 16) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-3=-71/46 BOT CHORD 2-4=-53/76 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;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)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 Muck 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: July 23,2019 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1003/2015 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 MiTeke 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 Cdrerla,DS8-69 and SCSI Building Component 6904 Parke East Blvd. Safety Intormallonavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job Truss Truss Type r r Qty Ply Griggs Res. 717662575 E0167 D28 Common 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 Jul 22 15:29:42 Page:1 ID:CiS8hTE1iWJs9e41h8rcNnzOE7B-5OdaNIg8XRoTyEvVpV4G1108RCuHvTSIHBpmznyvTZ7 11-3-0 16-7-4 11-6-0 I 5-10-12 5-10-12 I 5-4-4 I 5-4-4 I 5-10-2 I 1-6-0 I 4x6= 4 fil 12 6 r 17 18 2x4�� 2x4 p 3 5 IT 4, Jr 16 19 r� 2 6 ,r `/ ii 1 =' 7 9 20 21 8 :1 3x4 C 5x6= 3x4= 3x4, I 7-8-3 I 14-9-13 I 22-6-0 7-8-3 7-1-11 7-8-3 Scale=1:50.4 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[6:0-2-10,0-1-8],[9:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) Vdefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.18 9-12 >999 180 BCLL 0.0* Rep Stress[nor YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:105 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.Opsf 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=10.Opsf. 4-8-1 oc purlins- 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-4-14 oc capacity of 565 psi. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=917/0-5 8,6=917/0-5-8 bearing plate capable of withstanding 364 lb uplift at Max Horiz 2=-144(LC 17) joint 2 and 364 lb uplift at joint 6. Max Uplift 2=-364(LC 12),6=-364(LC 13) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-16=-1427/497,3-16=-1389/514, 3-17=-1282/498,4-17=-1208/509, 4-18=-1208/509,5-18=-1282/498, 5-19=-1389/514,6-19=-1427/497,6-7=0/38 BOT CHORD 2-9=-481/1242,9-20=-194/821, 20-21=-194/821,8-21=-194/821, 6-8=-365/1242 WEBS 4-8=-229/497,5-8=-310/307,4-9=-228/497, 3-9=-310/307 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-3-0,Exterior(2)11-3-0 to 14-3-0, Interior(1)14-3-0 to 24-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Joaquin Velez PE No.68182 Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation Mask USA,Inc.FL Cert 6634 about its center. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 i Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MN-7473 rev.1803/2015 BEFORE USE. imil- Design valid for use only with Mirek®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 MiT®k' 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 Criteria,DS5419 and SCSI Balding Component 6904 Parke East Blvd. Safety Ydoimatlonavailoble from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. 717662576 E0167 D29 Common 3 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 Jul 22 15:29:43 Page:1 I D:_Fr9HipW MZfOj9xecCGFP6z0EBc-ZaBybermlkwKaOUhNCbV gzzJtcDPewW u W rZJ VDyvTZ6 11-3-0 16-7-4 1 5-10-12 5-4-4 5-4-4 5? 1-6-0 -6-0 5-10-12 4x6= 4 iG 12 16 17 r 2x44 2x4 3 /'5 18 15 6 26 — � 1 i 8 19 20 7 3x4 y 5x6= 3x4= 3x4., 7-8-3 22-6-0 7-8-3 17-1-113 7-8-3 Scale=1:50.4 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[6:0-2-10,0-1-8],[8:0-3-0,0-3-0] 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 0.36 Vert(LL) -0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 7-11 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:103 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=10.Opsf. 4-5-15 oc purlins. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-2-15 oc capacity of 565 psi. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=920/0-5-8,6=830/0-5-8 bearing plate capable of withstanding 304 lb uplift at Max Horiz 2=162(LC 16) joint 6 and 365 Ib uplift at joint 2. Max Uplift 2=-365(LC 12),6=-304(LC 13) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-15=-1433/515,3-15=-1395/532, 3-16=-1288/516,4-16=-1214/527, 4-17=-1225/555,5-17=-1299/538, 5-18=-1398/560,6-18=-1445/549 BOT CHORD 2-8=-500/1248,8-19=-214/828, 19-20=-214/828,7-20=-214/828, 6-7=-413/1262 WEBS 4-7=-243/513,5-7=-319/315,4-8=-228/496, 3-8=-311/307 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=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-3-0,Exterior(2)11-3-0 to 14-3-0, Interior(1)14-3-0 to 22-6-0 zone;cantilever left and right exposed;end vertical lett 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) 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: July 23,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.100312015 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/TPI1 Qualify Criteria,DS1-$9 and iICSI Building Component 6904 Parke East Blvd. Safety InformatIonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r Oty Ply Griggs Res. T17662577 E0167 D30 Hip 1 1 Job Reference(optional) Gladder 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 Jul 22 15:29:43 Page:1 ID:wNRUBad6uym8PrIIDYVklxzO EBr-ZaBybennIkwKaOUhNCbVgzzJBCE W ewmu W rZJ VDyvTZ6 11-1-7 1 -1-6-0 5-10-12 II 11-0-0 10 16-7-4 I 22 2-6 124- 1-6-0 I 5-10-12 ! 5-1-4 -4-9 5-1-4 0-1-7 4x6= 4 12 6 2x4,0, 17 18 2x4 e 1111111 ; 4404040000010004404• 00000011* 16 t9 m 2 6 1 Up ". 7 _. 9 20 21 8 ._. 3x4 s 5x6= 3x4= 3x4, 7-8-3 I 14-9-13 l 22-6-0 7-8-3 7-1-11 I 7-8-3 Scale=1:51.6 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[6:0-2-10,0-1-8],[9:0-3-0,0-3-0] 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 0.34 Vert(LL) -0.10 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.18 9-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:105 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=10.0psf. 4-8-1 oc purlins. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-4-14 oc capacity of 565 psi. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (lb/size) 2=917/0-5-8,6=917/0-5-8 bearing plate capable of withstanding 364 lb uplift at Max Horiz 2=143(LC 12) joint 2 and 364 Ib uplift at joint 6. Max Uplift 2=-364(LC 12),6=-364(LC 13) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-16=-1427/527,3-16=-1389/544, 3-17=-1281/518,4-17=-1209/535, 4-18=-1209/535,5-18=-1281/518, 5-19=-1389/544,6-19=-1427/527,6-7=0/38 BOT CHORD 2-9=-480/1242,9-20=-198/831, 20-21=-198/831,8-21=-198/831, 6-8=-393/1242 WEBS 4-8=-224/489,5-8=-301/302,4-9=-224/489, 3-9=-301/302 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:ASCE 7-10;VuIt=130mph(3-second gust) Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-3-0,Exterior(2)11-3-0 to 15-5-15,Interior(1)15-5-15 to 24-0-13 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 Joaquin Velez PE No.68182 DOL=1.60 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: July 23,2019 1 I 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AN-7473 rev.10/03'1015 BEFORE USE. • Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for an individual building component,not a Muss 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 It ek 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,seeANSIRPI1 Quality CIt1MIa,DS849 and/CSI Bolding Component 6904 Parke East Blvd. Salty Infomtaflonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply Griggs Res. T17662578 E0167 D31 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 Jul 22 15:29:44 Page:1 ID:DSri29V rEtW ZDJXgeSJOugzOEC?-1 mlLo_r0322BCX3uww6kNAV SsOXgNOa2IV It1 gyvTZ5 4-9-4 9-0-0 13-6-0 7-8-12 -6-0 24-0-0 1-6 0 I 4-9-4 I 4-2-2 I 4-6-0 I 14-2-12 4-9-4 I 1-6 -0 I 4x6= 458= 4 IR 5 12 M - s s r 2xa. 2.54 s 3 m in 6 a 6 000 . 17 18 � 2 _ 7 4.L a i 0 1 s:"...,4 =s 8 *mg 10 9 _s 356 s 5x8= 3x4= 356. 9-1-12 9-1-12 I 13-4-4 I 921-112 Scale=1:46.1 Plate Offsets(X,Y): [2:0-2-9,0-1-8],[5:0-5-4,0-2-0],[7:0-2-9,0-1-8],[10:0-3-8,0-3-0] 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 0.47 Vert(LL) -0.16 9-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.33 9-16 >816 180 BCLL 0.0* Rep Stress Incr YES WB 0.16 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:111 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. 4-7-5 oc purlins,except 7) All bearings are assumed to be SP No.2 crushing 2-0-0 oc purlins(5-6-5 max.):4-5. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc 8) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 341 lb uplift at REACTIONS (lb/size) 2=917/0-5-8,7=917/0-5-8 joint 2 and 341 lb uplift at joint 7. Max Horiz 2=-119(LC 13) 9) Graphical purlin representation does not depict the size Max Uplift 2=-341(LC 12),7=-341(LC 13) or the orientation of the puriin along the top and/or bottom chord. FORCES (lb)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/38,2-17=-1449/645,3-17=-1427/658, 3-4=-1178/524,4-5—1004/523, 5-6=-1175/523,6-18=-1427/658, 7-18=-1449/645,7-8=0/38 BOT CHORD 2-10=-482/1277,9-10=-276/1005, 7-9=-502/1276 WEBS 3-10=-314/280,4-10=-51/333, 5-10=-105/103,5-9=-67/334,6-9=-316/282 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 9-0-0,Exterior(2)9-0-0 to 17-10-11, Interior(1)17-10-11 to 24-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Joaquin Velez PE No.68182 Lumber DOL=1.60 plate grip DOL=1.60 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 6904 Parke East Blvd.Tampa FL 33610 about its center. Date: July 23,2019 4 I 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M5-7473 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.seeANSVTPI1 Quality Cdt.ria.DS549 and SCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonavailable from truss Plate Institute,218 N.Lee Street,Sutte 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662579 E0167 D32 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 Jul 22 15:29:44 Page:1 I D:dl?P5ML3XalYX9S8pW 36Kuz0 ECD-1 mlLo_r0322BCX3uww6kNAVOTOZ_NOi21V It1 gyvTZ5 I I11-3-0 I 15-6-0 I 22-6-0 24-0-0 I 00 I 1-6-0 7-0-0 4-3-0 4-3-0 7-0-0 4x6= 3x4= 4x6= — 12 3 151 6a 4 6a m5 Illii 8 � f%i � Ell0 17 18 b m 16 19 a p 6 61 7 3x4 y 5x6= 3x4= 3x4, I 7-3-8 7-3-8 I 15-4-4 I 22-6-0 8-0-12 Scale=1:45.5 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[6:0-2-10,0-1-8],[9:0-3-0,0-3-4] • 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 0.63 Vert(LL) 0.13 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.18 9-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.15 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:100 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. BRACING 6) '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 3-9-3 oc purlins,except 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(5-3-4 max.):3-5. chord and any other members. BOT CHORD Rigid ceiling directly applied or 8-9-2 oc 7) All bearings are assumed to be SP No.2 crushing bracing. capacity of 565 psi. REACTIONS (lb/size) 2=917/0-5-8,6=917/0-5-8 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 316 lb uplift at Max Horiz 2=-97(LC 13) Max Uplift 2=-316(LC 12),6=-316(LC 13) jointa2 and 316 lb uplift at joint 6. 9) Graphical purlin representation does not depict the size FORCES (Ib)-Maximum Compression/Maximum or the orientation of the purlin along the top and/or Tension bottom chord. TOP CHORD 1-2=0/38,2-16=-1383/536,16-17=-1329/542, LOAD CASE(S) Standard 3-17=-1306/557,3-4=-1190/575, 4-5=-1182/575,5-18=-1309/557, 18-19=-1333/541,6-19=-1386/536,6-7=0/38 BOT CHORD 2-9=-347/1167,8-9=-432/1304, 6-8=-369/1170 WEBS 3-9=-49/346,4-9=-249/199,4-8=-260/201, 5-8=-48/349 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 7-0-0,Exterior(2)7-0-0 to 11-3-0, Interior(1)11-3-0 to 15-6-0,Exterior(2)15-6-0 to 19-8-15,Interior(1)19-8-15 to 24-0-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for Joaquin Velez PE No.68182 reactions shown;Lumber DOL=1.60 plate grip MiTek USA,Inc.FL Cart 6634 DOL=1.60 6904 Parke East Blvd.Tampa FL 33610 3) Provide adequate drainage to prevent water ponding. Date: July 23,2019 4 I 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 811-7473 rev.104)312015 BEFORE USE. la Design valid for use only with Mliek®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 buss 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,DSS49 and SCSI Bolding Component 6904 Parke East Blvd. Safety I rformatkanovalloble from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662580 E0167 D33 Hip Girder 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 Jul 22 15:29:45 Page:1 ID:hgpoY3vUoW CfDdiDiyOfslzOECn-1 mILo_r0322BCX3uww6kNAVQmOYxNJc2IV It1 gyvTZ5 9-2-9 13-3-7 17-6-0 2-6-0 1-6-0 I 5-0-0 I 4-2-9 I 4-0-13 I 4-2-9 I 5-0-0 I 1-6-0 NAILED Special Special Special NAILED NAILED NAILED Special 4x8= 2x4 II 3x10= 4x6= 12 6 3 �7 r: i 4 1819 5 2 6 Il II 11 m ,n o a 2 7 . 8. � n nr n n It n �� 1 i 12 21 11 2223 10 24 9 _� 8 3x6. 2x4 ii 7x8= 2x4 n 3x6= 3x6a Special NAILED NAILED NAILED NAILED NAILED Special NAILED 17-4-4 2 -6-0 5-1-12 I 9-2-9 4-0-13 I 4 -7 0313 I 4-0-13 I 5-1-122 Scale=1:45.5 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[11:0-4-0,0-4-8] 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 0.61 Vert(LL) 0.19 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.28 10-11 >977 180 BCLL 0.0' Rep Stress Incr NO WB 0.48 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:125 lb FT=20% LUMBER 4) Plates checked for a plus or minus 5 degree rotation Vert:3=-66(F),6=-66(F),12=-154(F),11=-38(F), TOP CHORD 2x4 SP No.2 about its center. 4=-58(F),10=-38(F),9=-154(F),5=-58(F),17=-58 BOT CHORD 2x6 SP No.2 5) This truss has been designed for a 10.0 psf bottom (F),18=-58(F),19=-58(F),20=-58(F),21=-38(F), WEBS 2x4 SP No.3 chord live load nonconcurrent with any other live loads. 22=-38(F),23=-38(F),24=-38(F) BRACING 6) '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 3-4-3 oc purlins,except 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-0-0 oc purlins(2-10-6 max.):3-6. chord and any other members. BOT CHORD Rigid ceiling directly applied or 6-2-5 oc 7) All bearings are assumed to be SP No.2 crushing bracing. capacity of 565 psi. REACTIONS (lb/size) 2=1424/0-5-8,7=1424/0-5-8 8) Provide mechanical connection(by others)of truss to Max Horiz 2=-74(LC 9) bearing plate capable of withstanding 615 lb uplift at Max Uplift 2=-615(LC 8),7=-615(LC 9) joint2 and 615 lb uplift joint7. 9) Graphical puriin representation does not depict the size FORCES (Ib)-Maximum Compression/Maximum or the orientation of the puffin along the top and/or Tension bottom chord. TOP CHORD 1-2=0/38,2-3=-2669/1124,3-17=-3262/1478, 10)"NAILED"indicates Girder:3-10d(0.148'x 3') toe-nails 4-17=-3262/1478,4-18=-3262/1478, per NDS guidelines. 18-19=-3262/1478,5-19=-3262/1478, 11)Hanger(s)or other connection device(s)shall be 5-20=-2380/1039,6-20=-2380/1039, provided sufficient to support concentrated load(s)113 6-7=-2656/1115,7-8=0/38 lb down and 155 lb up at 5-0-0,58 lb down and 108 lb BOT CHORD 2-12=-966/2341,12-21=-966/2361, up at 7-0-12,and 58 lb down and 108 lb up at 9-0-12, 11-21=-966/2361,11-22=-1421/3290, and 113 lb down and 155 lb up at 17-6-0 on top chord, 22-23=-1421/3290,10-23=-1421/3290, and 154 lb down and 40 lb up at 5-0-0,and 154 lb down 10-24=-1421/3290,9-24=-1421/3290, and 40 lb up at 17-5-4 on bottom chord. The design/ 7-9=-924/2329 selection of such connection device(s)is the WEBS 3-12=-17/393,3-11=-567/1089, responsibility of others. 4-11=-383/362,5-11=-44/32,5-10=0/286, 12) In the LOAD CASE(S)section,loads applied to the face 5-9=-1106/581,6-9=-260/866 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=5.0psf;h=25ft; Vert:1-3=-54,3-6=-54,6-8=-54,2-7=-20 Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) Concentrated Loads(Ib) Joaquin Velez PE No.68182 exterior zone;cantilever left and right exposed;end MiTek USA,Inc.FL Cert 6634 vertical left and right exposed;Lumber DOL=1.60 plate 6904 Parke East Blvd.Tampa FL 33610 grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Date: July 23,2019 1 I 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. MN 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,seeANSVTPI1 Quality Criteria,DU-119 and SCSI Building Component 6904 Parke East Blvd. Safety Infotmalbnavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662581 E0167 D34 Common 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 Jul 22 15:29:45 Page:1 ID:eZahopy2XFAJ9?sxJjU3uez0EB0-VzJjOKslgMA1phe4Uddzw02fiCiv86p?B_920Z6yvTZ4 6-7-4 11-6-0-6-0 I 5 -10-12 5-10-12 I 5-4-4 I 15-4-4 I 2-10-4 4x6. 4 T i•: 6r_ 12 14 15 2x4,5 3x4, 3 165 r,- 1 m N 2X411 O 6 • 13 r� 0 2 1 ON i 9 17 18 8 — 3x4 s 5x6= 3x4. 3x4= 7-8-3 I 17 9111 I 149 5-8 11 Scale=1:50.4 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[9:0-3-0,0-3-0] 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 0.34 Vert(LL) -0.08 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.16 9-12 >999 180 BCLL 0.0' Rep Stress Ina:. YES WB 0.28 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:100 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.Opsf WEBS 2x4 SP No.3*Except*7-6:2x4 SP No.2 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=10.0psf. 5-2-0 oc purlins, except end verticals. 6) All bearings are assumed to be SP No.2 crushing BOT CHORD Rigid ceiling directly applied or 8-8-14 oc capacity of 565 psi. bracing. 7) Provide mechanical connection(by others)of truss to REACTIONS (Ib/size) 2=803/0-5-8,7=711/0-5-8 bearing plate capable of withstanding 333 lb uplift at Max Horiz 2=172(LC 11) joint 2 and 241 lb uplift at joint 7. Max Uplift 2=-333(LC 12),7=-241 (LC 13) LOAD CASE(S) Standard FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-13=-1177/425,3-13=-1139/442, 3-14=-1032/423,4-14=-959/434, 4-15=-699/361,15-16=-759/350, 5-16=-768/341,5-6=-59/50,6-7=-44/40 BOT CHORD 2-9=-443/1019,9-17=-215/593, 17-18=-215/593,8-18=-215/593, 7-8=-267/583 WEBS 4-8=-69/144,5-8=0/170,4-9=-227/505, 3-9=-310/307,5-7=-857/365 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 C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-3-0,Exterior(2)11-3-0 to 14-3-0, Interior(1)14-3-0 to 19-3-12 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 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: July 23,2019 I r 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 indMdual truss web and/or chord members only. Additional temporary and permanent bracing M ilek' 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,05049 and SCSI Building Component 6904 Parke East Blvd. Safety In formattorlavallable from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • • Qty Ply Griggs Res. T17662582 E0167 E35 Monopitch 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 Jul 22 15:29:46 Page:1 ID:DFQ_Ib7gEVxJg9we7fkLSbzOEBC-VzJj0Ks1 gMA1 phe4UddzwO2cAQxv6mrB_92QZ6yvTZ4 -1-6-0 6-3-0 12-3-0 1.6.0 6-3-0 6-0-0 3x4 ii 4 12 11 6 r 3x4 _4ggiggllIlli 10 t:1111111 :MNII1 5 1 3x4= 2x4 rr 3x6= 6-3-0 I 12-3-0 6-3-0 6-0-0 Scale=1:52.3 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 0.57 Vert(LL) 0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 6-9 >999 180 BCLL 0.0* Rep Stress Inc/ YES WB 0.48 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:64 lb FT=20% LUMBER 7) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 228 lb uplift at BOT CHORD 2x4 SP No.2 joint 2 and 243 lb uplift at joint 5. 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 9-7-10 oc bracing. REACTIONS (lb/size) 2=538/0-5-8,5=442/Mechanical Max Horiz 2=342(LC 11) Max Uplift 2=-228(LC 12),5=-243(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-10=-625/199,3-10=-570/217, 3-11=-1821126,4-11=-169/141,4-5=-139/200 BOT CHORD 2-6=-354/535,5-6=-354/535 WEBS 3-6=0/279,3-5=-568/362 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 12-1-4 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,Joint 5 SP No.3 crushing capacity of MiTek USA,Inc.FL Cert 6634 565 psi. 6904 Parke East Blvd.Tampa FL 33610 6) Refer to girder(s)for truss to truss connections. Date: July 23,2019 � r 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK 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,seeANSVIPII QualMy Cdtetia,DSS-89 and SCSI Bolding Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alezondria,VA 22314. Tampa,FL 33610 Job Truss Truss Type 1 * Qty r Ply Griggs Res. T17662583 E0167 E36 Monopitch Supported Gable 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 Jul 22 15:29:46 Page:1 ID:FnHX79oSBSnzr6K6aaBAwBzO E71-z9t5DgtfbfJuRrCG2L8CSbbmLpLIrJMKCpn_6YyvTZ3 1-6-0 I 12-3-0 3x4ii _ 10 9 : 12 20 8 6 - 7 6 r 5 r� 4 1111 2 3 i11N ii - 354= 3x4 e l 12-3-0 1 Scale=1:51.4 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 0.60 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0* Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight:84 lb FT=20% LUMBER WEBS 9-12=-132/208,8-13=-73/139,7-14=-72/98, TOP CHORD 2x4 SP No.2 6-15=-72/95,5-16=-75/100,4-17=-55/84, BOT CHORD 2x4 SP No.2 3-18=-122/164 WEBS 2x4 SP No.3 NOTES OTHERS 2x4 SP No.3 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) BRACING Vasd=101 mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; TOP CHORD Structural wood sheathing directly applied or Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) 6-0-0 oc purlins, except end verticals. exterior zone and C-C Corner(3)-1-6-13 to 1-5-3, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc Exterior(2)1-5-3 to 12-1-4 zone;cantilever left and right bracing. exposed;end vertical left and right exposed;C-C for REACTIONS (lb/size) 2=203/12-3-0,11=37/12-3-0, members and forces&MWFRS for reactions shown; 12=99/12-3-0,13=100/12-3-0, Lumber DOL=1.60 plate grip DOL=1.60 14=99/12-3-0,15=98/12-3-0, 2) Truss designed for wind loads in the plane of the truss 16=104/12-3-0,17=72/12-3-0, only. For studs exposed to wind(normal to the face), 18=169/12-3-0 see Standard Industry Gable End Details as applicable, Max Horiz 2=342(LC 9) or consult qualified building designer as per ANSI/TPI 1. Max Uplift 2=-54(LC 8),11=-59(LC 11), 3) All plates are 2x4 MT20 unless otherwise indicated. 12=-72(LC 12),13=-55(LC 12), 4) Plates checked for a plus or minus 5 degree rotation 14=-67(LC 12),15=-62(LC 12), about its center. 16=-64(LC 12),17=-53(LC 12), 5) Gable requires continuous bottom chord bearing. 18=-98(LC 12) 6) Gable studs spaced at 1-4-0 oc. Max Gray 2=203(LC 1),11=48(LC 19), 7) This truss has been designed for a 10.0 psf bottom 12=99(LC 1),13=100(LC 1), chord live load nonconcurrent with any other live loads. 14=99(LC 1),15=98(LC 1), 8) •This truss has been designed for a live load of 20.Opsf 16=104(LC 1),17=72(LC 1), on the bottom chord in all areas where a rectangle 18=169(LC 1) 3-06-00 tall by 2-00-00 wide will fit between the bottom FORCES (lb)-Maximum Compressiort/Maximum chord and any other members. Tension 9) All bearings are assumed to be SP No.2 crushing TOP CHORD 1-2=0/36,2-19=-539/271,3-19=-532/281, capacity of 565 psi. 3-4=-454/243,4-5=-416/233,5-6=-367/215, 10)Provide mechanical connection(by others)of truss to 6-7=-320/198,7-20=-271/178, bearing plate capable of withstanding 59 lb uplift at joint 8-20=-267/182,8-9=-204/168, 11,54 lb uplift at joint 2,72 lb uplift at joint 12,55 lb uplift 9-10=-114/130,10-11=-30/54 at joint 13,67 lb uplift at joint 14,62 lb uplift at joint 15, BOT CHORD 2-18=-134/169,17-18=-134/169, 64 lb uplift at joint 16,53 lb uplift at joint 17 and 98 lb 16-17=-134/169,15-16=-134/169, uplift at joint 18. 14-15=-134/169,13-14=-134/169, LOAD CASE(S) Standard Joaquin Velez PE No.68182 11-12=-134/169 Cart 6 2 MiTek USA,Inc.FL Cert 6634 • 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 t 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE PA-7473 rev.16b3/2015 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.seeANSVIP11 Quality Criteria,D3549 and BCSI Bolding Component 6904 Parke East BEd. Safely Momtallonavoiloble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type ' ' Qty Ply Griggs Res. T17662584 E0167 EJ41 Jack-Open 3 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 Jul 22 15:29:46 Page:1 I D:HXZI3gVSme61 wsaJavej9?zODQx-z9t5DgtfbfJu RrCG2L8CSbbIApGDrKYKCpn_6YyvTZ3 7-0-0 -1-6-0 I 7-0-0 1-6-0 12 3 61—••••• •0010 co 9 8 co T. 2 dl 0 1 a4 4 3x4 7-0-0 Scale=1:41.5 Plate Offsets(X,Y): [2:0-2-10,0-1-8] 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 0.68 Vert(LL) 0.15 4-7 >547 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MP Weight:25 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 158 lb uplift at BRACING joint 3 and 138 lb uplift at joint 2. 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=351/0-5-8,3=163/Mechanical, 4=84/Mechanical Max Horiz 2=216(LC 12) Max Uplift 2=-138(LC 12),3=-158(LC 12) Max Gray 2=351 (LC 1),3=163(LC 1),4=125 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-8=-197/32,8-9=-117/40, 3-9=-111/62 BOT CHORD 2-4=-57/117 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 C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 6-11-4 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 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: July 23,2019 � I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI-7473 rev.1003/2015 BEFORE USE. 1111 Design valld for use only with Wok®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 Crtt ria,DSII-119 and SCSI Building Component 6904 Parke East Blvd. Safety Info,maltonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662585 E0167 EJ42 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 Jul 22 15:29:47 Page:1 ID:91rIBbi RncBwIAU9nb7vDwzOED t-RLRTROuHMzRl3?nTc2fR?p7?J DfxanoU RTXXe?yvTZ2 -1-6-0 5-0-0 1-6-0 I 5-0-0 12 6 r- 8 3 6 0 Cb 2 v1 J i 1 ►� 4 354= 5-0-0 Scale=1:37.7 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/dell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 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 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:18 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 3 and 120 lb uplift at joint 2. 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=281/0-5-8,3=112/Mechanical, 4=58/Mechanical Max Horiz 2=164(LC 12) Max Uplift 2=-120(LC 12),3=-108(LC 12) Max Gray 2=281 (LC 1),3=112(LC 1),4=88 (LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-8=-164/27,3-8=-86/47 BOT CHORD 2-4=-44/91 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 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. 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 Cart 6634 6) Refer to girder(s)for truss to truss connections. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 � I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER'REFERANCE PAGE 110-7473 rev.16173x2015 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 Muss 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.seeANSV1P11 Quality Criteria,DS$-69 and SCSI Raiding Component 6904 Parke East Blvd. Safety Informatlonavailabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type • Qty Ply Griggs Res. 717662586 E0167 EJ43 Jack-Open 13 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:47 Page:1 ID:1 NogPyb6Pevx29esVF2jajzOEJe-RLRTROuHMzRl3?nTc2fR?p7ukDaGanoURTXXe?yvTZ2 -1-6-0 6-0-0 1-6-0 I 6-0-0 12 3 6 � f i `r AS � 1 5ii 4 MT18HS 5x8 u 6-0-0 Scale=1:40.9 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 0.82 Vert(LL) 0.10 4-5 >698 240 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 4-5 >614 180 MT20 244/190 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MR Weight:23 lb FT=20% LUMBER 6) 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 7) Refer to girder(s)for truss to truss connections. WEBS 2x4 SP No.3 8) Provide mechanical connection(by others)of truss to BRACING bearing plate capable of withstanding 100 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 5,156 lb uplift at joint 3 and 4 lb uplift at joint 4. 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) 3=138/Mechanical,4=63/ Mechanical,5=320/0-5-8 Max Horiz 5=168(LC 12) Max Uplift 3=-156(LC 12),4=-4(LC 12), 5=-100(LC 12) Max Gray 3=138(LC 1),4=108(LC 3),5=320 (LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-267/267,1-2=0/41,2-6=-127/33, 3-6=-118/58 BOT CHORD 4-5=0/0 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 C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 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) All plates are MT20 plates unless otherwise indicated. 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, July 23,2019 Q 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.seeANSVTPII Quality Criteria.DSS-9 and ICS1 lidding Component 6904 Parke East Blvd. Safety Infoanallonavailable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. 717662587 E0167 EJ44 Jack-Open 15 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 Jul 22 15:29:47 Page:1 I D:OVgMJ U I9vObf4L_twyNSONzOCve-RLRTROuHMzRl3?nTc2f R?p71 I DhuanoURTXXe?yvTZ2 -1-6-0 3-11-8 1-6-0 I 3-11-8 12 6 3 it C70080204010111.111111111.11111111111111111.9 2 C7 1 4 ►- 3x4= 3118 Scale=1:35.7 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 0.21 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 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 10.0 Code FBC2017/TPI2014 ' 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 82 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 112 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=246/0-5-8,3=84/Mechanical, 4=43/Mechanical Max Horiz 2=136(LC 12) Max Uplift 2=-112(LC 12),3=-82(LC 12) Max Gray 2=246(LC 1),3=84(LC 1),4=68 (LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=0/29,2-8=0/38,2-9=-151/28,3-9=-66/37 BOT CHORD 2-4=-29/94 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 C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 3-10-12 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 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: July 23,2019 1 t 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.16173/2015 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 Tampa,Parke fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IP11 Qualify Criteria,051 6904 Parke East Blvd. -89 and SCSI Iulding Component East 0 Safety Infonnatlonavallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply Griggs Res. T17662588 E0167 F00 Floor Supported Gable 1 1 Job Reference(optional) Glecirler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:48 Page:1 I D:?ERVzbsf R86Lag02NGUjyIz0Av5-vY_reMw7HZcg9Mf91BgXogE?d3RJ EXdg7G4ARyvTZ 1 1 2 33} 4{{ 55} 6{{ t7 7 8 9 100{ 11 Li Li tl ti t7 ti O i 0 1 9 0 0 . 22 . ■ ■ ■ •, ■ 4 • • • ■ iiO•i•0Oi:Oi i ❖ ii ■ 12 i�•' ❖ �• 4 .111:❖ •• ii . .••.••. •••• " •.� " • ❖ v i�..�.❖.i•i•iO•!: 1 Job Truss Truss Type r r Qty Ply Griggs Res. 717662589 E0167 F01 Floor 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 Jul 22 15:29:48 Page:1 ID:PBU_o1NizkhwxzJ9ucQIDtzOpvF-vY_reMvv7HZcg9Mf91BgX0g9IdyXJlydg7G4ARyvTZ1 P.81° 0lf-8 O f-88 L3_0_ 5x6 n 3x6 FP 2x4= 7x6= 5x6e3x6 FP4x6 n 7x6= 2x4= 5x6ii 4x6 ii 4x6ii 5x6 ii 5x8ii 2 34 5 6 7 8 942 . 1 :11 32 31 3028 27 26 25 24 23 22 21 20 19 18 tilt ,°, 7x6= 7x6= 5x629 n MT2OHS 3x10 FP 4x6 n 5x6 a 6x8= 5x8 a 5x6 a 4x6 a MT2OHS 3x10 FP 4x6 a 7x6= 7x6= 14-11.1 14-11-1 I 19-11-15 Scale=1:59.6 Plate Offsets(X,Y): [1:0-1-8,0-0-8],[16:0-3-0,Edge],[16:0-1-8,0-1-8],[17:Edge,0-3-0],[33:Edge,0-3-0] 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 0.42 Vert(LL) -0.94 24-25 >440 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -1.30 24-25 >320 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.12 17 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:279 lb FT=20%F,11%E LUMBER 2) All plates are 3x6 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 DSS(flat) about its center. WEBS 2x4 SP No.3(flat) 4) All bearings are assumed to be SP DSS crushing OTHERS 2x4 SP No.3(flat) capacity of 660 psi. BRACING 5) Required 2x6 strongbacks,on edge,spaced at 10-00-00 TOP CHORD Structural wood sheathing directly applied or oc and fastened to each truss with 3-10d(0.131"X 3") 5-8-5 oc purlins, except end verticals. nails. Strongbacks to be attached to walls at their outer BOT CHORD Rigid ceiling directly applied or 10-0-0 oc ends or restrained by other means. bracing. 6) Due to span to depth ratio of this truss,the floor may REACTIONS (lb/size) 17=1271/0-5 0,33=1271/0-5 0 exhibit objectionable vibration and/or deflection.Building designer to consider providing means to dampen FORCES (Ib)-Maximum Compression/Maximum possible floor vibration. Tension LOAD CASE(S) Standard TOP CHORD 1-33=-1258/0,16-17=-1257/0,1-2=-770/0, 2-3=-2992/0,3-4=-4852/0,4-5=-6349/0, 5-6=-7482/0,6-7=-8252/0,7-8=-8658/0, 8-9=-8701/0,9-10=-8380/0,10-11=-8380/0, 11-12=-7695/0,12-13=-6646/0, 13-14=-5233/0,14-15=-3462/0, 15-16=-1312/0 BOT CHORD 32-33=0/0,31-32=0/1961,30-31=0/4005, 29-30=0/5683,28-29=0/6999,27-28=0/7950, 26-27=0/8538,25-26=0/8538,24-25=0/8763, 23-24=0/8623,22-23=0/8120,21-22=0/7253, 20-21=0/6023,19-20=0/4427,18-19=0/2478, 17-18=0/0 WEBS 16-18=0/1759,15-18=-1650/0, 15-19=0/1392,14-19=-1364/0,14-20=0/1140, 13-20=-1118/0,13-21=0/881,12-21=-858/0, 12-22=0/624,11-22=-602/0,11-23=0/367, 9-23=-345/0,9-24=0/110,8-24=-87/0, 8-25=-147/0,7-25=0/170,7-27=-405/0, 6-27=0/427,6-28=-662/0,5-28=0/684, 5-29=-919/0,4-29=0/941,4-30=-1176/0, 3-30=0/1198,3-31=-1432/0,2-31=0/1459, Joaquin Velez PE No.68182 2-32=-1685/0,1-32=0/1421 MiTek USA,Inc.FL Cert 6634 NOTES 6904 Parke East Blvd.Tampa FL 33610 1) All plates are MT20 plates unless otherwise indicated. Date: July 23,2019 4 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. mill 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 passible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeAN$l/TPI1 Quality Criteria,DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Inbnnationavailoble from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type Qty Ply Griggs Res. T176625so E0167 F02 Floor 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 Jul 22 15:29:49 Page:1 I D:ol F7VYxSj3kDC8og6Mhi8tzOpgt-NkYErivXuahTlJxrlTiv4EDLN 1 KJ2b6n um0eityvTZ0 11-0 0-11 1-3-0 2x4 ii 2x4: 3x4= 3x4= 4x6 3x4= 3x4= 1 2 3 4 5 6 • 0 0l \ / \ / co rc rb 12 • uI 7 11 10 9 8 E� 3x6= 3x4= 4x6= �L�S 3x4= 3x4= 2x4 rr 11-3-8 11-3-8 Scale=1:28.3 Plate Offsets(X,Y): [6:0-1-8,Edge],[7:0-1-8,Edge],[13:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.03 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(CT) -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:62 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) 7=611/0-5-8,12=604/0-5-0 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 12-13=-10/0,1-13=-10/0,6-7=-606/0, 1-2=0/0,2-3=-787/0,3-4=-1190/0, 4-5=-1097/0,5-6=-480/0 BOT CHORD 11-12=0/443,10-11=0/1107,9-10=0/1252, 8-9=0/920,7-8=0/0 WEBS 6-8=0/696,5-8=-653/0,5-9=0/264, 4-9=-229/0,4-10=-91/0,3-10=0/124, 3-11=-476/0,2-11=0/511,2-12=-733/0 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. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIt-7473 rev.1003/2015 BEFORE USE. Design valid for use only with Weir®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 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,seen/ISO I1 Qualify Criteria,DSB49 and SCSI Bolding Component 6904 Parke East Blvd. Safety lnformatbnavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312.Nexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. T17662591 E0167 F03 Floor 1 1 Job Reference(optional) Glecliler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:49 Page:1 I D:9o9jp W p EXUwsSMtiuBVpbGzOppW-NkYErivXuahTlJxrjTiv4EDJZ 1 Lt2cOnumoeityvTZo 1-3-0 I 1-0-4 011 ¢84 I ILII 3x4= I 1.5x3= 3x6= 3x6= 3x5= 1 2 3 4 5 6 7 8 V • \ /\II\ • 17 • • • L! � 16 15 14 13 ;r 11 10 3x5= 2x4 ri 354= 3x6= 11-0-12 16-2-8 11-0-12 5-1-12 Scale=1:31 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.02 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.03 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:92 lb FT=20%F,11%E LUMBER 6) Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2(flat) bearing plate capable of withstanding 122 lb uplift at BOT CHORD 2x4 SP No.2(flat) joint 9. 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 34)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. 8) CAUTION,Do not erect truss backwards. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc LOAD CASE(S) Standard bracing. REACTIONS (Ib/size) 9=64/Mechanical,12=1187/0-5-8, 17=498/0-5-0 Max Uplift 9=-122(LC 3) Max Gray 9=204(LC 4),12=1187(LC 1), 17=505(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 17-18=-500/0,1-18=-500/0,8-9=-200/126, 1-2=-402/0,2-3=-825/0,3-4=-724/0, 4-5=-126/16,5-6=0/747,6-7=0/509, 7-8=-96/146 BOT CHORD 16-17=0/23,15-16=0/744,14-15=0/882, 13-14=0/544,12-13=-360/0,11-12=-747/0, 10-11=-301/163,9-10=0/0 WEBS 6-12=-509/0,1-16=0/549,2-16=-509/0, 2-15=0/120,3-15=-86/0,3-14=-243/0, 4-14=0/277,4-13=-631/0,5-13=0/659, 5-12=-789/0,8-10=-207/136,7-10=-99/229, 7-11=-491/0,6-11=0/490 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 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 No.2 crushing Joaquin Velez PE No.68182 capacity of 565 psi,Joint 12 SP No.2 crushing capacity MiTek USA,Inc.FL Cert 6634 of 565 psi. 6904 Parke East Blvd.Tampa FL 33610 5) Refer to girder(s)for truss to truss connections. Date: July 23,2019 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10032015 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 6 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 Cdteda,DS1149 and SCSI Budding Component 6904 Parke East Blvd. Safety Infonnatbnovoilable from Truss Rate institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job • Truss Truss Type Qty Ply Griggs Res. T17662592 E0167 F04 Floor 4 1 Job Reference(optional) Slecliler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:49 Page:1 ID:PtrGYfyCONmWkp3mOwBsP5zOpo2-NkYErivXuahTlJxrjTiv4EDL61 Eg2ZLnumOeityvTZO 10-0 0-1q I 1-3-0 1.5x3 n 4x4= 1.5x3= 353= 3x3= 4x4= 3x3= 3x3= 354= 1 2 3 4 5 6 7 8 17 • 0 0 x/'\ \,/ 16 • • i/ 9 15 14 13 12 11 10 3x6= 3x3= 3x3= 4x5= 4x4= 3x3= 3x4= 2x3 ri 16-2-8 16-2-8 Scale=1:31 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] 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 0.38 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.18 12-13 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.51 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:87 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=881/Mechanical,16=875/0-5-0 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 16-17=-2/0,1-17=-2/0,8-9=-875/0,1-2=0/0, 2-3=-1198/0,3-4=-2109/0,4-5=-2518/0, 5-6=-2428/0,6-7=-1845/0,7-8=-737/0 BOT CHORD 15-16=0/601,14-15=0/1771,13-14=0/2426, 12-13=0/2588,11-12=0/2245,10-11=0/1422, 9-10=0/0 WEBS 8-10=0/1068,7-10=-1018/0,7-11=0/629, 6-11=-594/0,6-12=0/271,5-12=-238/0, 5-13=-104/0,4-13=0/137,4-14=-471/0, 3-14=0/503,3-15=-852/0,2-15=0/887, 2-16=-1052/0 NOTES 1) Plates checked for a plus or minus 5 degree rotation about its center. 2) Bearings are assumed to be:Joint 16 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. Joaquin Velez PE No.68182 5) CAUTION,Do not erect truss backwards. MiTek USA,Inc.FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 618-7473 rev.10032015 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 Mi ek• 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,seeANSI/IPI1 Qualify Criteria.DSI-$9 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnationavoiiabie from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 • Job • Truss Truss Type Qty Ply Griggs Res. 717662593 E0167 F05 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:50 Page:1 ID:710b58GeTIXSM1z5zZYHZAzOpfu-sw6c31w9fupKwSW1HAD8dRIVrRatn0aw7QIBFJyvTZ? 1)68 I 1-3-0 0-103 q-10-8 I TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED INN I LOADS AT ITS CANTILEVERED END(S). 3x4= 2x4 tr 1.5x3= 3x4= 3x3= 3x4 4x4= 3x3= 3x3= 4x4= 1 2 3 4 5 6 7 8 9 '- � ' 111 •� / ��� o 18 I) 10 �� 16 15 14 13 12 11 .5x3= 3x4= 3x3= 4x5= 1.5x3 a 3x7= 4x4= 3x3= 3x4= 2x3 n 0-11-8 0-11 1- - 17-2-8 0-1I- 0-21 16-0-4 0-10-0 Scale=1:32.5 Plate Offsets(X,Y): [9:0-1-8,Edge),[10:0-1-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.13 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.18 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.05 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:96 lb FT=20%F,11%E LUMBER 6) CAUTION,Do not erect truss backwards. TOP CHORD 2x4 SP No.2(flat) LOAD CASE(S) Standard 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) 10=881/Mechanical,17=985/0-5-8 Max Gray 10=883(LC 4),17=985(LC 1) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 18-19=-3/0,19-20=-3/0,1-20=-3/0, 9-10=-877/0,1-2=0/25,2-3=0/25, 3-4=-1212/0,4-5=-2122/0,5-6=-2528/0, 6-7=-2435/0,7-8=-1850/0,8-9=-739/0 BOT CHORD 17-18=0/0,16-17=0/620,15-16=0/1785, 14-15=0/2437,13-14=0/2596,12-13=0/2251, 11-12=0/1425,10-11=0/0 WEBS 2-17=-71/0,1-17=-46/0,9-11=0/1070, 8-11=-1020/0,8-12=0/632,7-12=-596/0, 7-13=0/273,6-13=-240/0,6-14=-104/0, 5-14=0/137,5-15=-471/0,4-15=0/505, 4-16=-854/0,3-16=0/883,3-17=-1058/0 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 17 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 Joaquin Velez PE No.68182 10-00-00 oc and fastened to each truss with 3-10d MiTek USA,Inc.FL Cert 6634 (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: July 23,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 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/TPI1 Quality CMala,D5549 and SCSI Bolding Component 6904 Parke East Blvd. Safety YNormatlonovoilabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314, Tampa,FL 33610 Job • Truss Truss Type Ory Ply Griggs Res. T17662594 E0167 F06 Floor 2 1 Job Reference(optional) Gladder 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 Jul 22 15:29:50 Page:1 ID:nEGh17f8cnvH2Yh?fVb?ACzOpe6-sw6c31w9fupKwSW1HAD8dRI0wReTnOew70IBFJyvTZ? TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). P-8#8 0f-12 it-q.-1 0j -8 (.J 3E 1-''2'q 41-8 2x4= 4x6= 4x6= 44=3x6 P 4x6= 4x6- 34x6 FP 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 `_ =\N/\/ \/ \/ \ /.\ / \,Ill'\./\,/\-/ \/ \ / \./ 3y 396 35 34 33 32 3g6x 29 2827 26 25 24 23 1 •:, 2x4 a 2x4= 4x8= 3x6 FP 4x6_ 4x 3x6 FP 4x6 3x6= 4x6= 00p-11-8 0-1-04 2 154-8 I is20 I az4n I 0-10-0 Scale=1:61.2 Plate Offsets(X,Y): [19:0-1-8,Edgej,[30:0-2-4,Edge],[40:0-1-8,0-1-0],[41:0-1-8,0-1-0],[42:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0,08 34 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0,11 34-35 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(CT) 0.02 30 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:199 lb FT=20%F,11%E LUMBER WEBS 2-38=-106/0,10-30=-1829/0,16-22=-893/0, TOP CHORD 2x4 SP No.2(flat) 1-38=-45/2,16-23=0/998,15-23=-938/0, BOT CHORD 2x4 SP No.2(flat) 15-24=-12/577,14-24=-541/47, WEBS 2x4 SP No.3(flat) 14-25=-113/210,13-25=-178/147, OTHERS 2x4 SP No.3(flat) 13-26=-310/0,12-26=0/342,12-27=-676/0, BRACING 11-27=0/716,11-29=-1064/0,10-29=0/1061, TOP CHORD Structural wood sheathing directly applied or 19-21=-527/145,18-21=-111/543, 6-0-0 oc purlins, except end verticals. 18-22=-819/0,3-38=-934/0,3-37=0/614, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 4-37=-582/0,4-35=-13/233,5-35=-200/46, bracing. 5-34=-210/0,6-34=0/243,6-33=-577/0, 7-33=0/608,7-32=-961/0,8-32=0/1003, REACTIONS (lb/size) 20=-111/0-3-0,22=1289/0-5-8, 8-31=-1260/0,10-31=0/871 30=1959/0-5-8,38=773/0-5-8 NOTES Max Uplift 20=-355(LC 5) 1) Unbalanced floor live loads have been considered for Max Gray 20=214(LC 6),22=1490(LC 4), this design. 30=1966(LC 3),38=824(LC 2) 2) All plates are 3x4 MT20 unless otherwise indicated. FORCES (Ib)-Maximum Compression/Maximum 3) Plates checked for a plus or minus 5 degree rotation Tension about its center. TOP CHORD 39-40=-3/0,40-41=-3/0,1-41=-3/0, 4) All bearings are assumed to be SP No.2 crushing 20-42=-210/359,19-42=-210/358,1-2=-1/25, capacity of 565 psi. 2-3=-1/25,3-4=-1070/0,4-5=-1614/0, 5) Provide mechanical connection(by others)of truss to 5-6=-1653/0,6-7=-1196/162,7-8=-237/539, bearing plate capable of withstanding 355 lb uplift at 8-9=0/1768,9-10=0/1768,10-11=0/1253, joint 20. 11-12=-553/618,12-13=-1043/243, 6) Recommend 2x6 strongbacks,on edge,spaced at 13-14=-1036/4,14-15=-534/0, 15-16=-84/502,16-17=-22/1207, 10-00-00 oc and fastened to each truss with 3-10d 17-18=-22/1207,18-19=-110/380 (0.131"X 3")nails. Strongbacks to be attached to walls BOT CHORD 38-39=0/0,37-38=0/659,36-37=0/1459, at their outer ends or restrained by other means. 35-36=0/1459,34-35=0/1746, 7) CAUTION,Do not erect truss backwards. 33-34=-20/1538,32-33=-325/834, LOAD CASE(S) Standard 31-32=-920/0,30-31=-1991/0, 29-30=-1976/0,28-29=-854/171, 27-28=-854/171,26-27=-408/910, 25-26=-101/1154,24-25=0/897,23-24=0/224, 22-23=-1207/22,21-22=-746/185, 20-21=-16/10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 t I Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lilt 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 M iTek• 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 D Crlruta,DSI-89 and ICSI Building Component 6904 Parke East Blvd. Safety Infolmat anavailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job - Truss Truss Type Qty Ply Griggs Res. T17662595 E0167 F07 Floor 9 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:51 Page:1 I D:W PCbxl ENDXsvjR27BRRBsLzOpam-K6g_G Nxn0CxBXc5 ErukN9f IbugztW RO4M4VknmyvTZ_ F1'ini 11-1-1 Oil-8 01-8 1-4-Hl I1-q-11 4x6= 2x4= 4x6= 3x6 FP 4x6= 4x6= 4 =3x6 FP 2x4= 5x10= 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 1 "\ /T III \-/\-/\ / /II%\ %yi,B 3;;i', .. Ifc 35 34 33 32 31 30 2,Q_ 27 2625 24 23 22 21 •'' 19 3x6 FP Oxoo 4x6= 3x6 FP q = 3x6 4x6= 4x6= 3x6= 4x6= 15-A-1930-A-17 44-11-n 15-6-12 15-2-0 4-2-4 Scale=1:59.6 Plate Offsets(X,Y): [1:Edge,0-1-8],[17:0-1-8,Edge],[37:0-1-8,0-1-0],[38:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.08 31-32 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) -0.11 31-32 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.02 28 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:191 lb FT=20%F,11%E LUMBER WEBS 14-20=-892/0,17-19=-525/146, TOP CHORD 2x4 SP No.2(flat) 16-19=-112/542,16-20=-818/0, BOT CHORD 2x4 SP No.2(flat) 7-28=-1932/0,1-35=0/837,2-35=-790/0, WEBS 2x4 SP No.3(flat) 2-33=0/402,3-33=-368/1,3-32=-66/45, OTHERS 2x4 SP No.3(flat) 4-32=-12/100,4-31=402/0,5-31=0/435, BRACING 5-30=-765/0,6-30=0/802,6-29=-1161/0, TOP CHORD Structural wood sheathing directly applied or 7-29=0/1314,14-21=0/997,13-21=-938/0, 6-0-0 oc purlins, except end verticals. 13-22=-9/577,12-22=-540/45, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 12-2 -111/210'11-23 177/144' 11-244==-310/0,10-24=0/342,10-25=-681/0, bracing. 9-25=0/718,9-27=-1047/0,7-27=0/1076 REACTIONS (lb/size) 18=-109/0-3-0,20=1287/0-5-8, NOTES 28=1962/0-5-8,36=661/0-5-0 Max Uplift 18=-353(LC 5) 1) Unbalanced floor live loads have been considered for Max Gray 18=215(LC 4),20=1489(LC 3), this design. 28=1965(LC 2),36=714(LC 4) 2) All plates are 3x4 MT20 unless otherwise indicated. FORCES (Ib)-Maximum Compression/Maximum 3) Plates checked for a plus or minus 5 degree rotation about its center. Tension 4) All bearings are assumed to be SP No.2 crushing TOP CHORD 36-37=-709/0,1-37=-708/0,18-38=-211/357, capacity of 565 psi. 17-38=-211/357,1-2=-610/0,2-3=-1413/0, 5) Provide mechanical connection(by others)of truss to 34=-1690/0,4-5=1475/22,5-6=-766/338, bearing plate capable of withstanding 353 lb uplift at 6-7=0/992,7-8=0/1246,8-9=0/1246, joint 18. 9-10=-547/620,10-11=-1039/242, 11-12=-1035/3,12-13=-535/0, 6) Recommend 2x6 strongbacks,on edge,spaced at 13-14=-65/501,14-15=-1/1206, 10-00-00 oc and fastened to each truss with 3-10d 15-16=-1/1206,16-17=-111/379 (0.131"X 3')nails. Strongbacks to be attached to walls BOT CHORD 35-36=0/32,34-35=0/1142,33-34=0/1142, at their outer ends or restrained by other means. 32-33=0/1660,31-32=0/1698, 7) CAUTION,Do not erect truss backwards. 30-31=-156/1229,29-30=-545/277, LOAD CASE(S) Standard 28-29=-1977/0,27-28=-1984/0, 26-27=-858/166,25-26=-858/166, 24-25=406/905,23-24=-100/1151, 22-23=0/896,21-22=0/225,20-21=-1206/1, 19-20=-743/186,18-19=-16/10 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 859.7473 rev.10fi32015 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 ATM " 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,DSI-89 and ICS Building Component 6904 Parke East Blvd. Safidy Irdormatlonovailable from Truss Rate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job • Truss Truss Type ' Qty Ply Griggs Res. T17662596 E0167 F08 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:51 Page:1 I D:PX4EdkJ CGt4Hu6LEveX3y6zOpZN-K6g_GNxnClCxBXc5ErukN9f Ieug04W Ub4M4VknmyvTZ_ 1-2-4 lI 11312 0-'r8 1 1-3-0 I 0- 8 2x4 a [� 2x4= 2x4 ii 2x4 n 2x4 a 4x6= 3x6 FP 2x4 n 2x4 n 2x4= 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 30ii-------•---- - • .............°-- �it- -7i-f /AKA_16 _ . . .;.❖.❖.•....,.,..,..,..,.,..,....,. ,.....•o.. .���.�.�.���,�, �����,�,� ,,,,,,, 23 22 21 20 19 j 17 ..•• •,•2x4 a•• •:••• •,2x4e•• .o•+ 3x6 FP 4x6= 2x4 n 2x4 a 2x4 ii 3x6= 3x6= 7-2-88 I18 14 11-3-12i -8-8 4-2-4 Scale=1:40.9 Plate Offsets(X,Y): [15:0-1-8,Edge],[31:0-1-8,0-1-0],[32:0-1-8,0-1-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (lac) 1/defl lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.03 21 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.04 20-21 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.40 Horz(CT) 0.01 18 n/a n/a BCDL 5.0 Code FBC2017/fP12014 Matrix-S Weight:122 lb FT=20%F,11%E LUMBER WEBS 7-24=-94/0,12-18=-775/0,12-19=0/834, TOP CHORD 2x4 SP No.2(flat) 11-19=-780/0,11-20=0/417,10-20=-382/0, BOT CHORD 2x4 SP No.2(flat) 10-21=0/54,9-21=-20/3,9-22=-337/0, WEBS 2x4 SP No.3(flat) 8-22=0/363,8-24=-644/0,15-17=-330/31, OTHERS 2x4 SP No.3(flat) 14-17=0/352,14-18=-618/0,2-29=-139/0, BRACING 3-28=-133/0,4-27=-132/0,5-26=-140/0, TOP CHORD Structural wood sheathing directly applied or 6-25=-97/23 6-0-0 oc purlins, except end verticals. NOTES BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1) Unbalanced floor live loads have been considered for bracing, Except: this design. 6-0-0 oc bracing:18-19,17-18,16-17. 2) All plates are 2x4 MT20 unless otherwise indicated. REACTIONS (lb/size) 16=-64/0-3-0,18=1231/0-5-8, 3) Plates checked for a plus or minus 5 degree rotation 24=610/7-2-8,25=34/7-2-8, about its center. 26=156/7-2-8,27=145/7-2-8, 4) Truss to be fully sheathed from one face or securely 28=14611-2-8,29=153/7-2-8, braced against lateral movement(i.e.diagonal web). 30=48/7-2-8 5) Gable studs spaced at 1-4-0 oc. Max Uplift 16=-212(LC 2),25=-53(LC 5) 6) All bearings are assumed to be SP No.2 crushing Max Gray 16=131(LC 4),18=1231 (LC 1), capacity of 565 psi. 24=617(LC 5),25=88(LC 4), 7) Provide mechanical connection(by others)of truss to 26=156(LC 2),27=145(LC 4), bearing plate capable of withstanding 212 lb uplift at 28=146(LC 4),29=153(LC 2), joint 16 and 53 lb uplift at joint 25. 30=48(LC 4) 8) Recommend 2x6 strongbacks,on edge,spaced at FORCES (Ib)-Maximum CompressiorVMaximum 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 30-31=-44/0,1-31=-44/0,16-32=-128/216, at their outer ends or restrained by other means. 15-32=-127/216,1-2=-2/0,2-3=-2/0, 9) CAUTION,Do not erect truss backwards. 3-4=-2/0,4-5=-2/0,5-6=-2/0,6-7=-2/0, LOAD CASE(S) Standard 7-8=-2/0,8-9=-690/0,9-10=-906/0, 10-11=-619/0,11-12=0/204,12-13=0/793, 13-14=0/793,14-15=-27/238 BOT CHORD 29-30=0/2,28-29=0/2,27-28=0/2,26-27=0/2, 25-26=0/2,24-25=0/2,23-24=0/446, 22-23=0/446,21-22=0/917,20-21=0/873, 19-20=0/341,18-19=-793/0,17-18=-474/28, 16-17=-10/6 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 I 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-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 Mi el(' 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,DSII-69 and SCSI Balding Component 6904 Parke East BNd. Safely IMormalonavailabie from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Griggs Res. 717662597 E0167 F09 Floor 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:52 Page:1 I D:7Sh0j9RTvyKs5f 69UkiPMDzOpZD-oJ EMUjyQBV329mg00bFcisdnElAFpf DbkEl I CyvTYz 0]5-0 0-11 1-3-0 8x12= 2x4= MT2OHS 7x10= 4x6 it MT2OHS 10x10= 7x6= 6x8= 7x6= 1 2 3 4 5 6 7 8 1; a v • N6////\NN/N• /NN/ 0 Nroorfe. • e 15 14 13 12 11 10 8x10= 7x8 4x6 a 7x10= 7x8= 3x6 n 10x12 n 4x6 ii 15-9-8 15-9-8 Scale=1:30.3 Plate Offsets(X,Y): [7:0-4-8,Edge],[8:0-1-8,Edge],[16:Edge,0-3-0],[17:0-1-8,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.22 12-13 >843 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.30 12-13 >612 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.05 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:138 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 DSS(flat) Uniform Loads(Ib/ft) WEBS 2x4 SP No.3(flat)*Except*11-7:2x4 SP No.2 Vert:9-16=-10,1-7=-385,7-8=-100 (flat) OTHERS 2x4 SP No.3(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=2411/0-5-8,16=3012/0-5-0 FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 16-17=0/72,1-17=0/72,8-9=-2386/0, 1-2=0/0,2-3=-3573/0,3-4=-7220/0, 4-5=-8891/0,5-6=-8618/0,6-7=-6370/0, 7-8=-2427/0 BOT CHORD 15-16=0/1439,14-15=0/5827,13-14=0/8535, 12-13=0/9229,11-12=0/7995,10-11=0/4643, 9-10=0/0 WEBS 8-10=0/3351,7-10=-3200/0,7-11=0/2395, 6-11=-2299/0,6-12=0/881,5-12=-863/0, 5-13=-478/0,4-13=0/503,4-14=-1860/0, 3-14=0/1933,3-15=-3254/0,2-15=0/3111, 2-16=-3287/0 NOTES 1) All plates are MT20 plates 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 DSS crushing capacity of 660 psi. 4) 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 Cart 6634 5) CAUTION,Do not erect truss backwards. 6904 Parke East Blvd.Tampa FL 33610 Date: LOAD CASE(S) Standard July 23,2019 1 0 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 Mil® 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 Cdt•da,DS629 and ICS!Building Compornnt 6904 Parke East Blvd. Salty kdonnatioravailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job - Truss Truss Type • '' Qty Ply Griggs Res. T17662598 E0167 F10 Floor Supported Gable 1 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:53 Page:1 ID:3FedKfrEt_XabBCtcPj?RGzOpSF-oJEMUjyoBV329mgQObFcisro?EKMF1 UDbkEIICyvTYz 0-11-9 3x4 FP 2 5x6 ii 2.5x6n 2x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 c _ • 9 9 O co m rO ' ' i 32 a : 7 • • : e • • 17 :titin; .:.%.;5%•:;i:.;.:..N";.:..:iii."ii:n:i:;:titin"Oiiiii iii:;i;i:;: iiiiiiw'inti:ii;i:%5iiii:•+`:' 19 18 •._:i0ii.i•i_i•i. ?.•_.!•.*•::❖!•!•!•!•�_ee•.__..9•44.X._.Ia_.e.X.:. M•M4K ._.M._.__..e••!•!.M!•!_.M•- 2.5x6 a 3x4 FP 454= 2x4 ii 14-5-8 18-5-0 14-5-8 I 3-11-8 Scale=1:34.4 Plate Offsets(X,Y): [16:0-1-8,Edge],[17:Edge,0-1-8],[33:0-1-8,0-0-8] 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 0.53 Vert(LL) -0.06 18-19 >810 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.08 18-19 >593 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 17 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:86 Ib FT=20%F,11%E LUMBER WEBS 12-20=-267/0,2-31=-127/30,3-30=-145/0, TOP CHORD 2x4 SP No.2(flat) 4-28=-133/0,5-27=-134/0,6-26=-135/0, BOT CHORD 2x4 SP No.2(flat) 7-25=-128/0,15-18=-61/0,14-19=-66/0, WEBS 2x4 SP No.3(flat) 11-21=-117/58,10-22=-154/0,9-23=-127/0, OTHERS 2x4 SP No.3(flat) 8-24=-119/0 BRACING NOTES TOP CHORD Structural wood sheathing directly applied or 1) Unbalanced floor live loads have been considered for 6-0-0 oc purlins, except end verticals. this design. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 2) All plates are 1.5x3 MT20 unless otherwise indicated. bracing. 3) Plates checked for a plus or minus 5 degree rotation REACTIONS (lb/size) 17=203/0-3-0,20=414/14-5-8, about its center. 21=-7/14-5-8,22=186/14-5-8, 4) Truss to be fully sheathed from one face or securely 23=130/14-5-8,24=132/14-5-8, braced against lateral movement(i.e.diagonal web). 25=140/14-5-8,26=148/14-5-8, 5) Gable studs spaced at 1-4-0 oc. 27=148/14-5-8,28=140/14-5-8, 6) All bearings are assumed to be SP No.2 crushing 30=173/14-5-8,31=40/14-5-8, capacity of 565 psi. 32=152/14-5-8 7) Provide mechanical connection(by others)of truss to Max Uplift 21=-121 (LC 3),31=-75(LC 3) bearing plate capable of withstanding 75 lb uplift at joint Max Gray 17=203(LC 3),20=414(LC 1), 31 and 121 lb uplift at joint 21. 21=112(LC 2),22=186(LC 1), 8) Recommend 2x6 strongbacks,on edge,spaced at 23=138(LC 2),24=132(LC 1), 10-00-00 oc and fastened to each truss with 3-10d 25=140(LC 2),26=148(LC 2), (0.131"X 3")nails. Strongbacks to be attached to walls 27=148(LC 1),28=145(LC 2), at their outer ends or restrained by other means. 30=173(LC 1),31=126(LC 2), 9) CAUTION,Do not erect truss backwards. 32=152(LC 1) LOAD CASE(S) Standard FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-32=-100/0,17-33=-125/0,16-33=-122/0, 1-2=-71/0,2-3=-71/0,3-4=-71/0,4-5=-71/0, 5-6=-71/0,6-7=-71/0,7-8=-71/0,8-9=-71/0, 9-10=-71/0,10-11=-71/0,11-12=-71/0, 12-13=-71/0,13-14=-71/0,14-15=-71/0, 15-16=-71/0 BOT CHORD 31-32=0/71,30-31=0/71,29-30=0/71, 28-29=0/71,27-28=0/71,26-27=0/71, Joaquin Velez PE No.68182 25-26=0/71,24-25=0/71,23-24=0/71, MiTek USA,Inc.FL Cart 6634 22-23=0/71,21-22=0/71,20-21=0/71, 6904 Parke East Blvd.Tampa FL 33610 19-20=0/71,18-19=0/71,17-18=0/71 Date: July 23,2019 1 1 • 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.16ro3/2015 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 111111 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 Qualify Criteria,DSI-119 and ICSI lidding Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 • Job • Truss Truss Type Qty Ply Griggs Res. T17662599 E0167 G37 Monopitch Girder 1 1 Job Reference(optional) Gladder and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jul 16 2019 Print:8.310 E Jul 16 2019 MiTek Industries,Inc.Mon Jul 22 17:23:33 Page:1 I D:SekvMbeMA1 VTkYwRkjLJ5Jz0D0m-?00hZCkYNOXW 7?Mu W DLwpskH3eYI RfVKFM_EsOyvSme 3-9-8 7-0-0 3-9-8 I 3-2-8 2x4 n 12 3 4x6 2 o �, d � m /At Its 4 8 5 9 3x10= 3x10 n 7x6= 3-9-8 7-0-0 3-9-8 3-2-8 I Scale=1:39.6 Plate Offsets(X,Y): [1:0-11-4,0-1-1] 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 0.40 Vert(LL) 0.04 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.07 5-7 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.64 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:40 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)819 BOT CHORD 2x6 SP No.2 lb down and 327 lb up at 1-0-12,and 819 lb down and WEBS 2x4 SP No.3 327 lb up at 3-0-12,and 819 lb down and 327 lb up at BRACING 5-0-12 on bottom chord. The design/selection of such TOP CHORD Structural wood sheathing directly applied or connection device(s)is the responsibility of others. 3-9-9 oc purlins, except end verticals. 8) In the LOAD CASE(S)section,loads applied to the face BOT CHORD Rigid ceiling directly applied or 8-3-15 oc of the truss are noted as front(F)or back(B). bracing. LOAD CASE(S) Standard REACTIONS (lb/size) 1=1635/0-5-8,4=1329/Mechanical 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Horiz 1=181 (LC 5) Plate Increase=1.25 Max Uplift 1=-629(LC 8),4=-556(LC 8) Uniform Loads(lb/ft) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Vert:1-3=-54,1-4=-20 (Ib)or less except when shown. Concentrated Loads(Ib) TOP CHORD 1-2=-2024/739 Vert:7=-819(F),8=-819(F),9=-819(F) BOT CHORD 1-8=-703/1741,5-8=-703/1741, 5-9=-703/1741,4-9=-703/1741 WEBS 2-5=-595/1667,2-4=-2034/871 NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.Opsf;BCDL=5.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) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to Joaquin Velez .6 Cert 6634 bearing plate capable of withstanding 629 lb uplift at MiTek USA,Inc.FL CCert 6904 Parke East Blvd.Tampa FL 33610 joint 1 and 556 lb uplift at joint 4. Date: July 23,2019 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1+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 porameters 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/lPI1 Gualty Ciltela,DS129 and ICSI Balding Component 6904 Parke East Blvd. Safety InfonnafIonavailable from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type Qty Ply Griggs Res. T17662600 E0167 HJ38 Diagonal Hip Girder 2 1 Job Reference(optional) Gleckler and Sons Building Supplies,Jacksonville,FL-32209. Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:53 Page:1 ID:0331urRaDyOecJkYokgv5BzOEJq-GVokh3y2ypBvnwFcyJmrE4N_zeht_S_MpO_rgeyvTYy 8-5-1 2-1-7 0-1I-�2 4-0-13 4-2-9 Special NAILED 12 4.24 r— NAILED NAILED 4 NAILED 10 �i Special 3x4 a I/ 3 o •� o 3x4 a. 9 e 2 o H4.'111111il1:1 8 imma = `1 li 11 7 12 65 2x4 a 3x4= 3x4= Special NAILED NAILED NAILED NAILED NAILED 4-2-9 I 7-11-15 8 5- 4-2-9 3-9-6 �5_ Scale=1:42.3 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0' Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:47 lb FT=20 LUMBER 5) Bearings are assumed to be:,Joint 8 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 288 lb uplift at TOP CHORD Structural wood sheathing directly applied or joint 8,182 lb uplift at joint 4 and 175 lb uplift at joint 5. 6-0-0 oc purlins, except end verticals. 8) '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. 9) In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 4=144/Mechanical,5=228/ of the truss are noted as front(F)or back(B). Mechanical,8=405/0-7-6 LOAD CASE(S) Standard Max Horiz 8=184(LC 4) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 4=-182(LC 4),5=-175(LC 5), Plate Increase=1.25 8=-288(LC 4) Uniform Loads(lb/ft) Max Gray 4=144(LC 1),5=243(LC 3),8=405 Vert:1-2=-54,2-4=-54,5-8=-20 (LC 1) Concentrated Loads(lb) FORCES (Ib)-Maximum Compression/Maximum Vert:7=4(F=2,B=2),9=69(F=35,B=35),10=-72 Tension (F=-36,B=-36),12=-44(F=-22,B=-22) TOP CHORD 2-8=-378/268,1-2=0/42,2-9=-316/211, 3-9=-317/226,3-10=-51/27,4-10=-64/40 BOT CHORD 8-11=-196/0,7-11=-196/0,7-12=-277/273, 6-12=-277/273,5-6=0/0 WEBS 2-7=-162/284,3-7=-25/182,3-6=-327/332 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 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 Joaquin Velez PE No.63182 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: July 23,2019 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mll-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 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,seeANSVIPII Quality Criteria,DS549 and SCSI IuldYig Component 6904 Parke East Blvd. Safety lnformaflonavailable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type r Qty Ply Griggs Res. T17662601 E0167 HJ39 Diagonal Hip Girder 2 1 Job Reference(optional) Glecliler 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 Jul 22 15:29:54 Page:1 ID:gOEW rdHU1 rnuboJODk?iIXzOEDa-khM7vPzgi7Jm04gpW 0H4nHwCg24GjwJW 22jPN5yvTYx -2-1-73-8-10 I 7-0-2 2-1-7 I 3-8-10 3-3-8 NAILED NAILED NAILED 12 NAILED4.24 4 3x4 3 12 � I v I';' ei m 19 11 �` N `O ',71 o000 2 Jll it 0 1 111M1ppmzi 13 7 14 65 3x4= 2x4 a 354= Special NAILED NAILED NAILED 3-8-10 I 6-6-3 7-0-5 3-8-10 2-9-9 Scale=1:38.7 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 0.31 Vert(LL) -0.01 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0* Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:31 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 52 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 4,110 lb uplift at joint 2 and 15 lb uplift at joint 5. 6-0-0 oc purlins. 8) "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. 9) In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 2=316/0-7-6,4=77/Mechanical, of the truss are noted as front(F)or back(B). 5=145/Mechanical LOAD CASE(S) Standard Max Horiz 2=134(LC 4) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-110(LC 4),4=-52(LC 4),5=-15 Plate Increase=1.25 (LC 8) Uniform Loads(Ib/ft) Max Gray 2=316(LC 1),4=77(LC 1),5=147 Vert:1-4=-54,5-8=-20 (LC 3) Concentrated Loads(Ib) FORCES (Ib)-Maximum Compression/Maximum Vert:11=40(F=20,B=20),13=58(F=29,B=29), Tension 14=-5(F=-3,B=-3) TOP CHORD 1-2=0/39,2-11=-302/75,3-11=-304/22, 3-12=-32/8,4-12=-21/20 BOT CHORD 2-13=-85/267,7-13=-58/267,7-14=-58/267, 6-14=-58/267,5-6=0/0 WEBS 3-7=0/133,3-6=-293/64 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;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: July 23,2019 t 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE*15-7473 rev.10,9312015 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 FIN. 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 Quaaly CANda,DSS-89 and SCSI Building Componord 6904 Parke East Blvd. Safety Iii oanatIonavaiiable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job - Truss Truss Type x Qty Ply Griggs Res. T17662602 E0167 HJ40 Diagonal Hip Girder 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 Jul 22 15:29:54 Page:1 I D:91 HgKOL IgfUtss4pKgwg7FzODR8-khM7vPzgj7JmO4gp W OH4nHwAQ2?kjdW 22jPN5YVTYx I 2-1-7 I 5-1-9 I 4'8-7 NAILED NAILED NAILED NAILED 4 r 12 r NAILED NAILED 4.24 1-- 3x4...A 13 I 12 e r 1 °' 11 2 I- I�-- 1 �� 14 15 7 16 65 3x4= 2x4 a 3x4= Special Special Special Special NAILED NAILED I 5-1-9 I 9-4-1 9 10-1 5-1-9 4-2-8 cU Scale=1:42.5 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 0.40 Vert(LL) 0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0* Rep Stress Ind NO WB 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:43 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 128 lb uplift at WEBS 2x4 SP No.3 joint 4,212 lb uplift at joint 2 and 101 lb uplift at joint 5. BRACING 8) "NAILED"indicates Girder:3-10d(0.148"x 3") toe-nails TOP CHORD Structural wood sheathing directly applied or per NDS guidelines. 6-0-0 oc purlins. 9) 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)39 lb bracing. up at 1-4-8,and 39 lb up at 1-4-9 on bottom chord. REACTIONS (lb/size) 2=446/0-7-4,4=126/Mechanical, The design/selection of such connection device(s)is the 5=302/Mechanical responsibility of others. Max Horiz 2=233(LC 4) 10) In the LOAD CASE(S)section,loads applied to the face Max Uplift 2=-212(LC 4),4=-128(LC 4), of the truss are noted as front(F)or back(B). 5=-101 (LC 8) 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=0/39,2-11=-671/151,11-12=-673/181, Uniform Loads(lb/ft) Vert:1-4=-54,5-8=-20 3-12=-613/191,3-13=-65/35,4-13=-49/34 Concentrated Loads(Ib) BOT CHORD 2-14=-301/610,14-15=-301/610, Vert:11=40(F=20,B=20),13=-69(F=-35,B=-35), 7-15=-301/610,7-16=-301/610, 6-16=-301/610,5-6=0/0 14=58(F=29,B=29),15=-5(F=-3,B=-3),16=-58 WEBS 3-7=0/263,3-6=-662/327 (F_29,B_29) NOTES 1) Wind:ASCE 7-10;Vult=130mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.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 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. Date: July 23,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. NI 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 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 Criteria.D5B49 and SCSI MON/Component 6904 Parke East Blvd. Safety IMormallonovailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Tampa,FL 33610 Job - Truss Truss Type ' Qty Ply Griggs Res. T17662603 E0167 HR39 Diagonal 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 Jul 22 15:29:54 Page:1 ID:1 pZugb Rh546yW BvBdTbG W vzOCvS-khM7vPzgj7Jm04gp W 0H4nHwCg24fjx?W 22jPN5yvTYx -2-1-72-11-12 5-6-7 2-1-7 I 2-11-12 I 2-6-10 NAILED NAILED 12 4.24 r— 4 NAILED 3x4 a NAILED 12/ i o 11'� 2 cb d N m r2tl_ r� imiSa'11 0 1 lime 13 7 14 6 5 354= 2x4 n 3x4= Special NAILED NAILED NAILED 2.11-125-0-9 6-7 2-11-12 I 2-0- 13 0- -14 Scale=1:36.8 Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) 1/defl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 7-10 >999 180 BCLL 0.0* Rep Stress lncr NO WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MP Weight:25 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 63 lb uplift at joint TOP CHORD Structural wood sheathing directly applied or 4,157 lb uplift at joint 2 and 7 lb uplift at joint 5. 5-6-7 oc purlins. 8) "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. 9) In the LOAD CASE(S)section,loads applied to the face REACTIONS (lb/size) 2=270/0-7-6,4=64/Mechanical, of the truss are noted as front(F)or back(B). 5=95/Mechanical LOAD CASE(S) Standard Max Horiz 2=154(LC 4) 1) Dead+Roof Live(balanced):Lumber Increase=1.25, Max Uplift 2=-157(LC 4),4=-63(LC 4),5=-7 Plate Increase=1.25 (LC 8) Uniform Loads(Ib/ft) Max Gray 2=270(LC 1),4=64(LC 1),5=102 Vert:1-4=-54,5-8=-20 (LC 3) Concentrated Loads(Ib) FORCES (Ib)-Maximum Compression/Maximum Vert:11=40(F=20,B=20),13=58(F=29,B=29), Tension 14=-5(F=-3,B=-3) TOP CHORD 1-2=0/39,2-11=-231/88,3-11=-170/0, 3-12=-27/5,4-12=-24/17 BOT CHORD 2-13=-96/193,7-13=-23/144,7-14=-23/144, 6-14=-23/144,5-6=0/0 WEBS 3-7=0/87,3-6=-160/26 NOTES 1) Wind:ASCE 7-10;Vult=l30mph(3-second gust) Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;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 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: July 23,2019 4 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE*01-7473 rev.10/03/2015 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,seeANSUIPII Quality Cdteda,DS849 and SCSI Bolding Component 6904 Parke East Blvd. Safety Infonnaflonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type Ory Ply Griggs Res. T1766260a E0167 K51 Common 3 1 Job Reference(optional) Glecker 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 Jul 22 15:29:55 Page:1 ID:wOFTx1 SEVrsxvpRuxD9KIazOBoQ-CuvV61_ITORdOEP?4kpJKVTKCSNrSN9fHiTyvXyvTYw 6-5-12 12-11-8 6-5-12 6-5-12 4x6= 12 2 7 8 910 N 4x6 c 4x6 1 3 N 0 6 r �� r 4 5 2x4 n 4x8= 2x4 6-5-12 12-11-8 6-5-12 6-5-12 Scale=1:42.6 Plate Offsets(X,Y): [1:0-3-0,0-1-8],[3:0-3-0,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.07 4-5 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:68 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*6-1,4-3:2x4 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 10-0-0 oc bearing plate capable of withstanding 167 lb uplift at bracing. joint 6 and 167 lb uplift at joint 4. REACTIONS (lb/size) 4=469/0-5-8,6=469/0-3-8 LOAD CASE(S) Standard Max Horiz 6=-109(LC 8) Max Uplift 4=-167(LC 13),6=-167(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-510/229,7-8=-434/230,2-8=-429/242, 2-9=-429/242,9-10=434/230, 3-10=-510/229,1-6=-412/264,3-4=-412/264 BOT CHORD 5-6=-140/170,4-5=-104/128 WEBS 2-5=0/207,1-5=-62/272,3-5=-621272 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=5.Opsf;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 6-5-12,Exterior(2)6-5-12 to 9-5-12,Interior(1)9-5-12 to 12-9-12 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) Plates checked for a plus or minus 5 degree rotation about its center. Joaquin Velez PE No.68182 4) This truss has been designed for a 10.0 psf bottom MiTek USA,Inc.FL Cart 6634 chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 � 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-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 Mi 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/TP11 Quality Criteria,DU-S9 and SCSI IuIdhg Component 6904 Parke East Blvd. Safs y InformafIonavailable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type ' Qty Ply Griggs Res. T17662605 E0167 K52 Common Supported Gable 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 Jul 22 15:29:55 Page:1 ID:Papr8NTsG9_oXz04V 4wgZInzOBoP-CuvV6I_ITQRdOEP?4kpJKVTQESSVSO4fHiTyvXyvTYw 12-11-8 6-5-12 6-5-12 4x6= 12 6 6 r- 5 0% 7 2324 4 r r 8 2526 3 : : 9 N N IN A A 2 r r 10 4i. V 1 1 ■ ■ U 11 P r r r r v . PI PI PI PI PI PI PI PI PI PI 22 r r r r r r r r r r r 12 *i,s c it-i,K i%*i*i*i; mx.9-,x9 i i i*;*;*%*; *;*;..i i*i*i•*i; i Oi i i-.i i�-9+-*-*- 12-11-8 Scale=1:41.8 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 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0' Rep Stress!nor YES WB 0.04 Horiz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight:79 lb FT=20% LUMBER BOT CHORD 21-22=-57/64,20-21=-57/64,19-20=-57/64, 12)Provide mechanical connection(by others)of truss to TOP CHORD 2x4 SP No.2 18-19=-57/64,17-18=-57/64,16-17=-57/64, bearing plate capable of withstanding 70 lb uplift at joint BOT CHORD 2x4 SP No.2 15-16=-57/64,14-15=-57/64,13-14=-57/64, 22,60 lb uplift at joint 12,58 lb uplift at joint 18,68 lb WEBS 2x4 SP No.3 12-13=-57/64 uplift at joint 19,56 lb uplift at joint 20,106 lb uplift at OTHERS 2x4 SP No.3 WEBS 6-17=-115/14,5-18=-76/144,4-19=-72/142, joint 21,57 lb uplift at joint 16,68 lb uplift at joint 15,56 BRACING 3-20=-73/148,2-21=-75/134,7-16=-76/143, lb uplift at joint 14 and 104 lb uplift at joint 13. TOP CHORD Structural wood sheathing directly applied or 8-15=-72/142,9 14=-73/148,10-13=-72/137 LOAD CASE(S) Standard 6-0-0 oc purlins, except end verticals. NOTES BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1) Unbalanced roof live loads have been considered for bracing. this design. REACTIONS (lb/size) 12=32/12-11-8,13=91/12-11-8, 2) Wind:ASCE 7-10;Vult=130mph(3-second gust) 14=101/12-11-8,15=98/12-11-8, Vasd=101mph;TCDL=4.0psf;BCDL=5.0psf;h=25ft; 16=102/12-11-8,17=90/12-11-8, Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) 18=102/12-11-8,19=98/12-11-8, exterior zone and C-C Corner(3)0-1-12 to 3-1-12, 20=101/12-11-8,21=91/12-11-8, Exterior(2)3-1-12 to 6-5-12,Corner(3)6-5-12 to 22=32/12-11-8 9-5-12,Exterior(2)9-5-12 to 12-9-12 zone;cantilever Max Horiz 22=-109(LC 8) left and right exposed;end vertical left and right Max Uplift 12=-60(LC 9),13=-104(LC 13), exposed;C-C for members and forces&MWFRS for 14=-56(LC 13),15=-68(LC 13), reactions shown;Lumber DOL=1.60 plate grip 16=-57(LC 13),18=-58(LC 12), DOL=1.60 = 19=-68(LC 12),20=-56(LC 12), 3) Truss designed for wind loads in the plane of the truss 21=-106(LC 12),22=-70(LC 8) only. For studs exposed to wind(normal to the face), Max Gray 12=75(LC 10),13=123(LC 20), see Standard Industry Gable End Details as applicable, 14=101 (LC 1),15=98(LC 24), or consult qualified building designer as per ANSI/TPI 1. 16=103(LC 24),17=98(LC 22), 4) All plates are 2x4 MT20 unless otherwise indicated. 18=103(LC 23),19=98(LC 23), 5) Plates checked for a plus or minus 5 degree rotation 20=101 (LC 1),21=130(LC 19), about its center. 22=86(LC 11) 6) Gable requires continuous bottom chord bearing. FORCES (Ib)-Maximum Compression/Maximum 7) Truss to be fully sheathed from one face or securely Tension braced against lateral movement(i.e.diagonal web). TOP CHORD 1-22=-48/54,1-2=-54/52,2-3=-30/93, 8) Gable studs spaced at 1-4-0 oc. 3-23=-44/160,23-24=-39/162,4-24=-36/164, 9) This truss has been designed for a 10.0 psf bottom 4-5=-61/216,5-6=-76/256,6-7=-76/250, chord live load nonconcurrent with any other live loads. 7-8=-61/211,8-25=-36/159,25-26=-39/156, 10)'This truss has been designed for a live load of 20.Opsf 9-26=-43/154,9-10=-27/88,10-11=-53/50, on the bottom chord in all areas where a rectangle 11-12=-43/48 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 11)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: July 23,2019 I I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.100312015 BEFORE USE. Design valid for use only with MTekrE 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 RI! 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 CdNAa,DSB49 and ICSI Bolding Component 6904 Parke East Blvd. Safety Infomtaflonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job - Truss Truss Type Qty ' Ply Griggs Res. T17662606 E0167 L54 Jack-Closed 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 Jul 22 15:29:56 Page:1 I D:aTh IyT6sUYbKBxPcz3UcM4zDyly-g4TtJ5?wEkZUe0zBdRKYsi?S9reLBiAPV MCV RZWTYv 11-6-0' 5-8-3 I 5-1-111a I 5-5-3 354 a 5 3x41,1 12 4 6r— sxs y 3 1 f9 21d1141111661\/ 1 .= 7 13 14 3x4 s 5x8. 5x6= o-1-n I 11,-ate Scale=1:59.8 8-3-0 8-0-0 Plate Offsets(X,Y): [2:0-2-10,0-1-8],[3:0-3-0,0-3-0],[7:0-4-0,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.20 6-7 >983 180 BCLL 0.0* Rep Stress Ind- YES WB 0.63 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:90 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*Except*5-6:2x4 SP No.2 chord and any other members,with BCDL=10.Opsf. 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. 5-10-0 oc purlins, except end verticals. 6) Refer to girder(s)for truss to truss connections. BOT CHORD Rigid ceiling directly applied or 8-2-5 1,c 7) Provide mechanical connection(by others)of truss to bracing. bearing plate capable of withstanding 326 lb uplift at WEBS T-Brace: 2x4 SP No.3-5-6 joint 6 and 282 lb uplift at joint 2. Fasten(2X) T and I braces to narrow edge 8) Warning:Additional permanent and stability bracing for of web with 10d(0.131"x3")nails,6in truss system(not part of this component design)is o.c.,with 3in minimum end distance. always required. Brace must cover 90%of web length. LOAD CASE(S) Standard REACTIONS (lb/size) 2=684/0-5-8,6=592/Mechanical Max Horiz 2=449(LC 11) Max Uplift 2=-282(LC 12),6=-326(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-11=-914/314,3-11=-877/330, 3-4=-733/289,4-12=-201/142, 5-12=-187/165,5-6=-133/187 BOT CHORD 2-7=-504/785,7-13=-346/456, 13-14=-346/456,6-14=-346/456 WEBS 3-7=-285/280,4-7=-148/490,4-6=-569/389 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 C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 16-1-4 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 Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 about its center. 3) 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: July 23,2019 I 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M117473 rev.1003/2015 BEFORE USE. 111. 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.seeANSUTPII Quality Criteria,DSII-69 and ICSI Building Component 6904 Parke East Blvd. Safety InfonnatIonovailoble from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job • Truss Truss Type Qty Ply Griggs Res. T17662607 E0167 L55 Half 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 Jul 22 15:29:56 Page:1 I D:RhyzkjGaOkTI?2snlNgpR6zDyEq-g4TtJ5?wEkZUeOzBdRKYsi?RxrhZBgMpV MCVRzyVTYv 1-6-0 I 7-3-0 I 16.8 8B I 2-3- 8 16-3-0 I . 4x8= 3x4 s 4 _ 5 6 12 .00 13 0.001111 111 5x6, m 3 v' m �� d: 12 r7 2 116 1 :_. 8 7 3x4= 5x6= 3x4= 3x6= Scale=1:55.5 730 6-10-4 I 2-11-2 { Plate Offsets(X,Y): [3:0-3-0.0-3-4],[4:0-5-4.0-2-0],[8:0-3-0.0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (10c) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.10 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.14 8-11 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:100 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. 5-9-2 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.):4-5. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bearing plate capable of withstanding 267 lb uplift at bracing. joint 6 and 292 lb uplift at joint 2. REACTIONS (lb/size) 2=684/0-5-8,6=592/Mechanical 10)Graphical puriin representation does not depict the size Max Horiz 2=393(LC 11) or the orientation of the purlin along the top and/or bottom chord. Max Uplift 2=-292(LC 12),6=-267(LC 12) FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/38,2-12=-895/289,3-12=-827/311, 3-13=-307/164,4-13=-260/185, 4-5=-149/164,5-6=-56/72 BOT CHORD 2-8=-501/739,7-8=-502/736,6-7=-207/262 WEBS 3-8=0/312,3-7=-651/422,4-7=-164/441, 4-6=-589/379 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=5.0psf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 13-11-8,Exterior(2)13-11-8 to 16-1-4 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 Parke East Blvd.Tampa FL 33610 Date: chord live load nonconcurrent with any other live loads. July 23,2019 i I 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.10032015 BEFORE USE. Design valid for use only with MWTek®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,seeANSUIP11 Qualify CAb,a,DS11-89 and SCSI Building Componanf 6904 Parke East Blvd. Safety Infomtanonavailable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 .---0 - Job - ' Truss Truss Type Qty Ply ' Griggs Res. T17662608 E0167 L56 Half 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 Jul 22 15:29:57 Page:1 I ID:4?hVFgP6BQ_bRun4SutdwezDyEe-8G1FXR?Y?2hKFXYOB8rnPwYfJF2ewAjykOy3zPyvTYu 16-3-0 f 1-6-0 I 6-3-0 I 11-11-85-8-8 I 4-3-8 4x8= 2x4 ii 4 1;.- _� 5 12 613 3x4c 3 12 2 - ii 6 1 ii 8 7 3x4= 5x6= 3x4= 3x6= 12-1-4 6-3-0 I 5-10-4 I 4 -0 .-1.312 Scale=1:51.7 Plate Offsets(X,Y): [4:0-5-4,0-2-0],[8:0-3-0,0-3-0] 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 0.55 Vert(LL) 0.06 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 8-11 >999 180 BCLL 0.0* Rep Stress Incr YES WB 0.55 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:94 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. 5-10-5 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.):4-5. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bearing plate capable of withstanding 294 lb uplift at bracing. joint 2 and 244 lb uplift at joint 6. REACTIONS (lb/size) 2=684/0-5-8,6=592/Mechanical 10)Graphical puriin representation does not depict the size Max Horiz 2=339(LC 11) or the orientation of the purlin along the top and/or bottom chord. Max Uplift 2=-294(LC 12),6=-244(LC 9) FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/38,2-12=-942/322,3-12=-884/339, 3-13=-427/207,4-13=-351/226, 4-14=-131/143,5-14=-131/143,5-6=-110/104 BOT CHORD 2-8=-542/791,7-8=-542/791,6-7=-284/367 WEBS 3-8=0/261,3-7=-546/356,4-7=-123/399, 4-6=-555/351 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 11-11-8,Exterior(2)11-11-8 to 16-1-4 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: July 23,2019 4 r 0 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 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 NI 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.seeANSVWPI1 Qualify Criteria,D3B49 and SCSI Building Component 6904 Parke East Blvd. Safety 6dormalbnavoilable from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type / ' Qty Ply Griggs Res. T17662609 E0167 L57 Half 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 Jul 22 15:29:57 Page:1 ID:RyUOIXTFOycuXff2FRTodizDyEZ-8G1FXR?Y?2hKFXYOB8mPwYfDFzzwCCykOy3zPyvTYu 9-11-8 6-3-0 1-6-0 I 5-3-0 I 4-8-8 I 16-3-8 I 4x6= 3x6= 4 o, _. 1 IC,15 T P12. .i 12 ....iiiiiimiiiiiii.... 6 r- 2x4. 12 ,a 3 .1 C:) m p N Co11 ck 2 Gi 6 1 -• Imo 7 3x6* 5x8= 2x4 tt 10-1-4 16-3-0 I 10-1-4 I 6-1-12 I Scale=1:47.9 Plate Offsets(X,Y): [2:0-2-9,0-1-8],[7:0-3-12,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.19 7-10 >992 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 7-10 >481 180 BCLL 0.0* Rep Stress Incr YES WB 0.39 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MS Weight:86 lb FT=20% LUMBER 6) *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. 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. 5-8-1 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.):4-5. 9) Provide mechanical connection(by others)of truss to BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bearing plate capable of withstanding 253 lb uplift at bracing. joint 6 and 288 lb uplift at joint 2. REACTIONS (lb/size) 2=684/0-5-8,6=592/Mechanical 10)Graphical purlin representation does not depict the size Max Horiz 2=286(LC 11) or the orientation of the purlin along the top and/or Max Uplift 2=-288(LC 12),6=-253(LC 9) bottom chord. FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/38,2-11=-911/362,3-11=-889/376, 3-12=-608/243,4-12=-593/259, 4-13=-485/273,13-14=-485/273, 5-14=-485/273,5-6=-552/344 BOT CHORD 2-7=-591/795,6-7=-97/105 WEBS 3-7=-348/317,4-7=-45/185,5-7=-340/609 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=5.Opsf;h=25ft; Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 9-11-8,Exterior(2)9-11-8 to 14-2-7, Interior(1)14-2-7 to 16-1-4 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 Date: chord live load nonconcurrent with any other live loads. July 23,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with Mirek®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.03149 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatioravallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r , Job Truss Truss Type Qty Ply Griggs Res. T17662610 E0167 L58 Half 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 Jul 22 15:29:58 Page:1 I D:kl P2mwZeM6VutkiO9P5SPAzDyES-dTbdknOAmLpBth7alsM 1 x75nnf JOffE6zgicW syvTYt 6-3-0 1-6-0 I 7 .11-8 I t4-0108 I 4 3-8 7-11-8 4x6= 3x4= 2x4 n 3 4 �3 1*ER1 700000000000012 s n $ 6 ,n m m 12 1q O v a 'n 11 2 _ f ' a ] 4000000> 6 o1 ► 7 3x6= 5x8= 3x6= I 8-3-0 I 16-3-0 8-3-0 8-0-0 Scale=1:44.2 Plate Offsets(X,Y): [3:0-3-4,0-2-0],[7:0-4-0,0-3-0] 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 0.76 Vert(LL) 0.19 7-10 >992 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.24 7-10 >795 180 BCLL 0.0" Rep Stress Ina YES WB 0.40 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:80 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.Opsf 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. 3-9-3 oc purlins, except end verticals,and 7) Bearings are assumed to be:Joint 2 SP No.2 crushing 2-0-0 oc purlins(6-0-0 max.):3-5. capacity of 565 psi. BOT CHORD Rigid ceiling directly applied or 8-3-0 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=68410 5-8,6=592/Mechanical bearing plate capable of withstanding 276 lb uplift at Max 2=233 0-5(LC 11) joint 2 and 260 lb uplift at joint 6. Max Uplift 2=-276(LC 12),6=-260(LC 9) 10)Graphical puriin 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 1-2=0/38,2-11=-823/271,11-12=-747/280, 3-12=-736/295,3-4=-657/318,4-13=-98/94, 5-13=-98/94,5-6=-103/85 BOT CHORD 2-7=-425/657,6-7=-318/456 WEBS 3-7=-2/159,4-7=-142/313,4-6=-617/370 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=5.0psf;h=25ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 7-11-8,Exterior(2)7-11-8 to 11-11-8, Interior(1)11-11-8 to 16-1-4 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. 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ilill 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 Qualify Criteria,DS549 and SCSI SUSdtr g Component 6904 Parke East Blvd. Safety Infomlatlonovallable from Truss Rate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type o 1 Qty Ply Griggs Res. T17662611 E0167 L59 Half 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 Jul 22 15:29:58 Page:1 I D:4GCxpecmBe7BzVaLyzhd6EzDyEN-dTbdknOAmLpBth7alsM 1 x75t 1 fOOfhe6zgicW syvTYt -1.6-05-11-8 I 11-1- 4 4 I 16-3-0 I 1-6-0 I 5-11-8 4x8= 2x4ii 3x4= 12 3 6a 636:114 6x14 6a u, ., mm 6 m 12 m h v 1 2 LS..1 4 6 c5 1 8 7 3x4= 5x6= 3x10= 2x4 n I 6-1-4 16-3-0 6-1-4 I 11-1-4 I 5-12 Scale=1:40.4 Plate Offsets(X,Y): [3:0-5-4,0-2-0],[8:0-3-0,0-3-0] 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 0.36 Vert(LL) 0.06 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 8-11 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.31 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MS Weight:81 lb FT=20% LUMBER 6) '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. 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. 5-7-1 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 8-3-6 oc bearing plate capable of withstanding 266 lb uplift at bracing. joint 6 and 256 lb uplift at joint 2. REACTIONS (lb/size) 2=684/0 5-8,6=592/Mechanical 10)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or Max Horiz 2=180(LC 11) bottom chord. Max Uplift 2=-256(LC 12),6=-266(LC 9) FORCES (Ib)-Maximum Compression/Maximum LOAD CASE(S) Standard Tension TOP CHORD 1-2=0/38,2-12=-927/333,3-12=-864/351, 3-13=-723/359,4-13=-723/359, 4-14=-723/359,5-14=-723/359,5-6=-542/297 BOT CHORD 2-8=-464/771,7-8=-463/778,6-7=-55/63 WEBS 3-8=0/237,3-7=-125/98,4-7=-314/260, 5-7=-382/821 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 C;Encl.,GCpi=0.18;MWFRS(envelope) exterior zone and C-C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-5-3 to 5-11-8,Exterior(2)5-11-8 to 10-2-7, Interior(1)10-2-7 to 16-1-4 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. 6904 Parke East Blvd.Tampa FL 33610 5) This truss has been designed for a 10.0 psf bottom Date: chord live load nonconcurrent with any other live loads. July 23,2019 I 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/0.32015 BEFORE USE. ill• 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.seeANSlJlPl1 Qualify Cdhsda,DSB-89 and ICSI Building Compon•nf 6904 Parke East Blvd. Safety Infotmallonavoilable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type f a Qty Ply Griggs Res. 2 T17662612 E0167 M60 Flat 1 Job Reference(optional) Gleckfer and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 S Jun 11 2019 Print:8.310 S Jun 11 2019 MiTek Industries,Inc.Mon Jul 22 15:29:58 Page:1 I D:z5W HwuPnYotOtf6wil4tgjzDxui-dTbdknOAmLpBth7alsM 1 x75twfN W fa06zgic W syvTYt 4-10-1 4-10-1 I 4-8-5 I 4-10-1 354= 3x4= 3x4 rr 4x8= 9 2 3 10 ►_, 5 51 112 n 0 0 0, C n + • 15 8 / 7 6 aq 3x6 it 3x10= 3x4= 4x6= 4-10-1 9-6-7 4-10-1 I 4-8-5 I 4-10-1 Scale=1:32.6 Plate Offsets(X,Y): [7:0-3-8,0-1-8] 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 0.37 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.13 6-7 >999 180 BCLL 0.0* Rep Stress'nor YES WB 0.71 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-MS Weight:188 lb FT=20% LUMBER 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x6 SP No.2 Vasd=101 mph;TCDL=4.0psf;BCDL=5.Opsf;h=25ft; BOT CHORD 2x6 SP No.2 Cat.II;Exp C;End.,GCpi=0.18;MWFRS(envelope) WEBS 2x4 SP No.3 exterior zone and C-C Exterior(2)0-1-12 to 3-1-12, BRACING Interior(1)3-1-12 to 14-2-12 zone;C-C for members and TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-4, except forces&MWFRS for reactions shown;Lumber end verticals. DOL=1.60 plate grip DOL=1.60 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 4) Provide adequate drainage to prevent water ponding. bracing. 5) Plates checked for a plus or minus 5 degree rotation REACTIONS (lb/size) 5=1824/Mechanical,8=1824/0-5-8 about its center. Max Uplift 5=-841 (LC 8),8=-841 (LC 8) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FORCES (Ib)-Maximum Compression/Maximum 7) *This truss has been designed for a live load of 20.Opsf Tension on the bottom chord in all areas where a rectangle TOP CHORD 1-8=-1711/917,1-9=-3769/1891, 3-06-00 tall by 2-00-00 wide will fit between the bottom 2-9=-3769/1891,2-3=-3773/1892, chord and any other members. 3-10=-210/108,4-10=-210/108,4-5=-541/332 8) Bearings are assumed to be:Joint 8 SP No.2 crushing BOT CHORD 7-8=-111/214,6-7=-1891/3769, capacity of 565 psi. 5-6=-1892/3773 9) Refer to girder(s)for truss to truss connections. WEBS 3-5=-3750/1878,2-7=-1139/673, 10)Provide mechanical connection(by others)of truss to 1-7=-1873/3742,2-6=-19/16,3-6=0/148 bearing plate capable of withstanding 841 lb uplift at NOTES joint 8 and 841 lb uplift at joint 5. 1) 2-ply truss to be connected together with 10d 11)Graphical puffin 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,2x6-2 rows staggered at 0-9-0 oc. LOAD CASE(S) Standard Bottom chords connected as follows:2x6-2 rows 1) Dead+Roof Live(balanced):Lumber Increase=1.25, staggered at 0-9-0 oc. Plate Increase=1.25 Web connected as follows:2x4-1 row at 0-9-0 oc. Uniform Loads(lb/ft) 2) All loads are considered equally applied to all plies, Vert:1-4=-239,5-8=-20 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 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: July 23,2019 1 1 o WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.16/73/2015 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 1 V 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 ®k' 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,seeAtISVIPI1 Quality Crteda,DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlonnatlonovallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type " e ' r Qty Ply Griggs Res. T17662613 E0167 M61 Flat Girder 1 3 Job Reference(optional) I Gleckler and Sons Building Supplies,Jacksonville,FL-32209, Run:8.31 E Jul 16 2019 Print:8.310 E Jul 16 2019 MiTek Industries,Inc.Mon Jul 22 17:24:55 Page:1 I D:V Fg2d7x0E07AMHH?A01pW ozDxor-bnNhmFk_3Csuzcdf J Rp9798LSicreiN067sakFywSIM 4-2-15 8-4-1 12- 4-2-15 I 4-1-3 I 4-27150 2x4 a 3x10= 3x4 ii 456= 2 3 4 :51 C51 5] C X o N 8 { I • 1 u • I 5 — 9 7 10 6 11 12 3x6 it 4x10= 3x10 s 4x6==.. 4-2-15 I1 8-4-1 12-7-0 4-2-15 4-1-3 4-2-15 Scale=1:32.6 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 0.21 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.10 6-7 >999 180 BOLL 0.0' Rep Stress Incr NO WB 0.73 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 1 Code FBC2017/TPI2014 Matrix-MS Weight 253 lb FT=20% LUMBER 3) Wind:ASCE 7-10;Vult=130mph(3-second gust) TOP CHORD 2x6 SP No.2 Vasd=101 mph;TCDL=4.Opsf;BCDL=5.Opsf;h=25ft; BOT CHORD 2x6 SP No.2 Cat.II;Exp C;End.,GCpi=0.18;MW FRS(envelope) WEBS 2x4 SP No.3*Except*8-1,4-5:2x6 SP No.2 exterior zone;Lumber DOL=1.60 plate grip DOL=1.60 BRACING 4) Provide adequate drainage to prevent water ponding. TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-4, except 5) Plates checked for a plus or minus 5 degree rotation end verticals. about its center. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 6) This truss has been designed for a 10.0 psf bottom bracing. chord live load nonconcurrent with any other live loads. REACTIONS (lb/size) 5=3614/0-5-8,8=5478/Mechanical 7) This truss has been designed for a live load of 20.Opsf Max Uplift 5=-1800(LC 4),8=-2556(LC 4) 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)-Max.Comp./Max.Ten.-All forces 250 chord and any other members. (Ib)or less except when shown. 8) Refer to girder(s)for truss to truss connections. TOP CHORD 1-8=-2644/1264,1-2=-5842/2726, 9) Provide mechanical connection(by others)of truss to 2-3=-5842/2726,3-4=-572/291,4-5=-588/308 bearing plate capable of withstanding 2556 lb uplift at BOT CHORD 8-9=-234/500,7-9=-234/500, joint 8 and 1800 lb uplift at joint 5. 7-10=-2795/5872,6-10=-2795/5872, 10)Graphical purlin representation does not depict the size 6-11=-2795/5872,11-12=-2795/5872, or the orientation of the purlin along the top and/or 5-12=-2795/5872 bottom chord. WEBS 1-7=-2670/5722,2-7=-914/507, 11)Hanger(s)or other connection device(s)shall be 3-6=-524/1121,3-5=-5677/2683 provided sufficient to support concentrated load(s)583 NOTES lb down and 275 lb up at 0-2-12,1814 lb down and 851 1) 3-ply truss to be connected together with 10d lb up at 0-2-12,572 lb down and 280 lb up at 2-1-12, (0.131"x3")nails as follows: 572 lb down and 273 lb up at 4-1-12,572 lb down and Top chords connected as follows:2x6-2 rows 264 lb up at 6-1-12,572 lb down and 287 lb up at staggered at 0-9-0 oc. 8-1-12,and 572 lb down and 346 lb up at 10-9-12,and Bottom chords connected as follows:2x6-2 rows 575 lb down and 342 lb up at 11-8-4 on bottom chord. staggered at 0-9-0 oc. The design/selection of such connection device(s)is the Web connected as follows:2x4-1 row at 0-9-0 oc, responsibility of others. Except member 2-7 2x4-2 rows staggered at 0-4-0 oc, LOAD CASE(S) Standard Except member 3-6 2x4-2 rows staggered at 0-4-0 oc. 1) Dead+Roof Live(balanced):Lumber Increase=1.25, 2) All loads are considered equally applied to all plies, Plate Increase=1.25 except if noted as front(F)or back(B)face in the LOAD Uniform Loads(Ib/ft) CASE(S)section.Ply to ply connections have been Vert:1-4=-249,5-8=-20 provided to distribute only loads noted as(F)or(B), Concentrated Loads(lb) unless otherwise indicated. Vert:8=-2397(F=-583,B=-1814),7=-572(F),6=-572 Joaquin Velez PE No.68182 (F),9=-572(F),10=-572(F),11=-572(F),12=-575 MiTek USA,Inc.FL Cert 6634 (F) 6904 Parke East Blvd.Tampa FL 33610 Date. July 23,2019 I _ Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M6-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component.notMil 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 CiItr ria,DSB-89 and SCSI Bolding Component 6904 Parke East Blvd, Safety Monnatlonavallable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown In ft-in-sixteenths o 1 4 offsets are indicated. I I (Drawings ot to scale) DamageFailureto orFPersonal llowCould InjuryCause Property MEIDimensions are in ft-in-sixteenths. 4,44, Apply plates to both sides of truss 2 31. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS o-1/le 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WEBS C may require bracing,or alternative Tor I C bracing should be considered. Ai welior O= 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 1-- 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c 8 csb '— designer,erection supervisor,property owner and BOTTOM CHORDS plates 0-1/0 from outside 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/TPI 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, ESR 1988 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 •r output. Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, 9 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. ilihMl. reaction section indicates joint MIIIIM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. IIIIII 111111 11.7.7.5.111 Mlle 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards and pictures)before use.Reviewing pictures alone ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. • ® is not sufficient. , BCSI: BuildingCom onent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Po ' g or Handling, ANSI/TPI 1 Quality Criteria. , Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 FO RT E m MEMBER REPORT PASSED Level, Floor: Flush Beam 2 piece(s) 1 3/4"x 18"2.0E Microllam®LVL Overall Length:22'9" 0 0 g I i / 6'9" 12' 4' 'I '1 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) 2238 @ 6'11 3/4" 8181(5.50") Passed(27%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Flush Beam Building Use:Residential Shear(lbs) 901 @ 8'8 1/2" 11970 Passed(8%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC 2015 Moment(Ft-lbs) -3746 @ 6'11 3/4" 38753 Passed(10%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.019 @ 0 0.349 Passed(20999+) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.056 @ 0 0.698 Passed(2L/999+) -- 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(1/480)and TL(0240). •Overhang deflection criteria:LI.(21/480)and TL(21/240). •Top Edge Braang(Lu):Top compression edge must be braced at 22'8"o/c unless detailed otherwise. • Bottom Edge Braang(Lu):Bottom compression edge must be braced at 22'8"o/c unless detailed otherwise. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Roof Live Total Accessories 1-Stud wall-SPF 5.50" 5.50" 1.50" 1654 584 3 2241 Bloddng 2-Stud wall-SPF5.50" 5.50" 1.50" 818 498/-125 -2 1127/ None 3-Stud wall-SPF3.00" 1.75' 1.50" 106 172/-130 1 2130 1 1/4'Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •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 22'7 3/4" N/A 18.4 -- -- 1-Uniform(PSF) 0 to 22'9"(Top) 1' 15.0 40.0 - Default Load 2-Uniform(PLF) 0 to 22'9"(Top) N/A 80.0 - - 3-Uniform(PSF) 0(Top) 1' 19.0 - 20.0 Member Notes 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 disdaims 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.weyerhaeuserzom/woodproducts/docurnent-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator 'A .SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l ForteWEB Software Operator Job Notes 6/20/2019 7:39:20 PM UTC Pete Halliday decider and Sons Building Supply ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (904)357-5405 phalliday@gledkerandsons.com File Name: E0167 Page 1/ 1 FO R T E 1121:3 MEMBER REPORT PASSED Level, Floor: Flush Beam 2 piece(s) 1 3/4"x 18"2.0E Microllam®LVL Overall Length:12 1 0 17' / 0 E • All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. System:Floor Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Type Hush Beam Member Reaction(lbs) 5110 @ 11'8 1/2" 5110(1.95") Passed(100%) -- 1.0 D+1.0 L(All Spans) Building Use:Residential Shear(lbs) 3762 @ 10'2 1/2" 11970 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 14530 @ 6'1/4" 38753 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Dell.(in) 0.086 @ 6'1/4" 0.284 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.126 @ 6'1/4" 0.569 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'7"o/c unless detailed otherwise. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF 5.50" 4.25" 3.57" 1728 3679 5407 1 1/4"Rim Board 2-Hanger on 18"LVL beam 3.50" Hanger' 1.95" 1713 3653 5366 See note' •Rim Board is assumed to carry all loads applied directly above it,bypassing 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-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2-Face Mount Hanger HUCQ412-SDS 3.00" N/A 14-SDS25212 6-SDS25212 Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 11'8 1/2" N/A 18.4 — 1-Uniform(PLO 0 to 12'(Front) N/A 269.0 611.0 Default Load 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 //�� (YS)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l ForteWEB Software Operator lob Notes 6/20/2019 7:57:48 PM UTC Pete Halliday ForteWEB v2.1, Engine:V7.3.2.309, Data:V7.2.0.2 Glecider and Sons Building Supply (904)357-5405 File Name: E0167 phalliday@glecklerandsons.com Page 1/1 ,': FORTE MEMBER REPORT PASSED Level,Floor: Flush Beam 4 piece(s)1 3/4"x 18"2.0E Microllam®LVL Overall Length:35' 0 0 1/ E 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) 5227 @ 4" 12644(4.25") Passed(41%) -- 1.0 D+0.75 L+0.75 Lr(All Spans) MemberType:Flush Beam Building Use:Residential Shear(lbs) 4670 @ 1'11 1/2" 29925 Passed(16%) 1.25 1.0 D+0.75 L+0.75 Lr(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 44278©17'6" 96883 Passed(46%) 1.25 1.0 D+0.75 L+0.75 Lr(All Spans) Design Methodology:ASD Live Load Dell.(in) 0.727©17'6" 0.858 Passed(L/567) -- 1.0 D+0.75 L+0.75 Lr(All Spans) Total Load Deft.(in) 1.421 @ 17'6" 1.717 Passed(L/290) -- 1.0 D+0.75 L+0.75 Lr(All Spans) • Deflection criteria:LL([/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 34'10"o/c unless detailed otherwise. • Member should be side-loaded from both sides of the member or braced to prevent rotation. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead floor live Roof Live Total Accessories 1-Stud wall-SPF 5.50" 4.25" 1.76" 2564 1400 2188 6152 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 4.25" 1.76" 2564 1400 2188 6152 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Roof Live Vertical Loads Location(Sade) Tributary Width (0.90) (1.00) (non-snow:1.25) Comments 0-Self Weight(PLF) 1 1/4"to 34'10 3/4" N/A 36.8 -- — 1-Uniform(PSF) 0 to 35'(Top) 2' 15.0 40.0 - Default Load 2-Uniform(PLF) 0 to 35'(Top) N/A 80.0 - - 3-Uniform(PLF) 0 to 35'(Top) N/A - - 125.0 Member Notes BM1 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 disdaims 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/woodproduds/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator • 1 SUSTAINABLE FORESTRY INITIATNE Weyerhaeuser ForteWEB Software Operator Job Notes • 6/20/2019 7:27:12 PM UTC Pete Halliday ForteWEB v2.1, Engine:W.3.2.309, Data:V7.2.0.2 Gledder and Sorts Building Supply g (904)357-5405 phalliday@gledderandsons.com File Name: E0167 Page 1/ 1 ;; FORTE- MEMBER REPORT PASSED • Level, Floor: Flush Beam 2 piece(s) 1 3/4"x 18"2.0E Microllam®LVL Overall Length:21'2' 1 0 111 I i , of' 4'63/4" II 10'63/4" E F1 CI 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) 4708 @ 10'2" 5206(3.50") Passed(90%) — 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Residential Shear(lbs) 3657 @ 8'6 1/4" 11970 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-lbs) 11156 @ 5'6 1/4" 38753 Passed(29%) 1.00 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Live Load Dell.(in) 0.045 @ 5'6 1/4" 0.246 Passed(L/999+) — 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.067©5'6 1/4" 0.492 Passed(1/999+) — 1.0 D+1.0 L(Alt Spans) • Deflection criteria:LL(1/480)and TL(1/240). •Top Edge Bradng(Lu):Top compression edge must be braced at 19'4"o/c unless detailed otherwise. • Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 21'o/c unless detailed otherwise. • -316 lbs uplift at support located at 21'.Strapping or other restraint may be required. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Live Total Accessories 1-Stud wall-SPF5.50" 4.50" 1.59" 782 1582/-28 23268/ 1"Rim Board 2-Stud wall-SPF 3.50" 3.50" 3.16" 1632 3076 4708 None 3-Std wall-SPF3.50" 2.50" 1.50" 3 195/-318 1318 1"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1"to 21'1" N/A 18.4 — 1-Uniform(PSF) 0 to 21'2"(Top) 1' 15.0 40.0 Default Load 2-Point(Ib) 5'6 1/4"(Front) N/A 1713 3653 Member Notes BM4 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 disdaims 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.oam/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator (.0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser l ForteWEB Software Operator lob Notes 6/20/2019 8:33:10 PM UTC Pete Halliday GTedder and Sons Building Supply ForteWEB v2.1,Engine:V7.3.2.309, Data:V7.2.0.2 (904)357-5405 F le Name: E0167 phalliday@gledderandsons.com Page 1/ 1