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362 PLAZA - RES17-0079 NEW SINGLE FAMILY PERMIT „ .,„...,./.,, �� 'it CITY OF ATLANTIC BEACH -. 0,? 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 ”!0,fi9% INSPECTION PHONE LINE 247-5814 RESIDENTIAL - NEW SINGLE FAMILY RESIDENCE MUST CALL BY 4PM FOR NEXT DAY INSPECTION: 247-5814 PERMIT INFORMATION: PERMIT NO: RES17-0079 Description: new single-family home Estimated Value: 516855.4 Issue Date: 12/7/2017 Expiration Date: 6/5/2018 PROPERTY ADDRESS: Address: 362 PLAZA RE Number: 169972 0005 PROPERTY OWNER: Name: MERRIAM RICHARD A Address: 4451 MENDENHALL DR DALLAS, TX 75244 GENERAL CONTRACTOR INFORMATION: Name: Address: Phone: Name: CBI CONSTRUCTION, INC. Address: 5472 FIRST COAST HWY SUITE 6 FERNANDINA BEACH, FL 32034 Phone: PERMIT INFORMATION: Please see attached conditions of approval. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU 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. * A notice of Commencement is only required for work exceeding an estimated value of $2,500. For HVAC work, a Notice of Commencement is only required when HVAC work exceeds and estimated value of$7,500. t.aiJriii City of Atlantic Beach APPLICATION NUMBER J1 , Building Department (To be assigned by the Building Department.) 800 Seminole Road O do I1 009-el 6 yr Atlantic Beach, Florida 32233-5445 �-L Phone(904)247-5826 • Fax(904)247-5845 r,, P 01119' E-mail: building-dept@coab.us Date routed: 0(41 c43 l I-9' City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 140 P tC SCI Department review required Yes No (uil in Applicant: LES c.Qr\ {al.A,) ulan'nlnc &Zoninc r� �" Tree Administrator Project: 1\0...3 %t(1& L r tm t,� ( 2 ub c V ork ' . . tiliti- Public Safety Fire Services '15Review fee $ Dept Signature' 4_ 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. WDenied. ❑Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: Date: 7' 1 K' 17 TREE ADMIN. Second Review: ❑Approved as revised. enied. I 'Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES ill) 0 (--,— PUBLIC SAFETY Reviewed by: i/ l Date: `/ 2'7 7 FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 ?It CITY OF ATLANTIC BEACH o 800 Seminole Road Atlantic Beach,Florida 32233 Telephone(904)247-5800 ` FAX(904)247-5845 0 REVISION REQUEST SHEET OR JUN 2 9 2017 CORRECTIONS TO REVIEW COMMENT Date: - - j`� Received by: Resubmitted: _ Permit Number: 2E5 l?-00(19 Original Plans Examiner: Project Name: Project Address: 3(,? pi 22.4R Contractor: Cr,lr Sin , (1c, Contact Name: pates CE Contact Phone :qc- g3,c_„t,tac,-- Contact e-mail: on l c @ Co\e 6.1 ta r-61�. Revision/Plan Check/Permit Fee(s)Due: $ SCS. 00 Description of Proposed Revision to Existing Permit: 2—SSS i`o/ y 4r r s Additional Increase in Building Value: $ Additional S.F. Site Plan Revised: Public W/U Approval: By signing below. I(print name) affirm that the above revision is inclusive of the proposed changes. Signature of Contractor/Agent(contractor must sign if increase in valuation) Date Office Use Only I / Date: Approved: Rejected: v Notified by: Plan Review Comments: D partment review required Yes No ing Zoning Tree Administrator Plans Examiner Public Works c 2_4 1 t 1 Public Utilities — • Public Safety Fire Services Date Craned 4/13/16 Rev.3 / I r ., < � CITY OF ATLANTIC BEACH � S 800 Seminole Road �;-.V. �� Atlantic Beach,Florida 32233 REVISION REQUEST /CORRECTIONS TO PLAN REVIEW COMMENTS Date f U//q// 7Revision to Issued Permit Corrections to Comments Permit# Project Address 3 c tZ7M }- Contractor/Contact Name C-0 Le" ,CS(1C J z-�,ef' ) ?L (� C 0 i_____&-- Phone &Phone 90 y 2 J 2-, C/O 6 J Email ) i)-/£ C 0/e c-,'JJ/i -. //e-/- Description of Proposed Revision/Corrections: Permit Fee Due $ S 0 00 A / e.- . , 7.✓JS A I' •f' i h .. - c rt e ., i . /1 - ev C /4 �,,s a,(;( hoz, ciaK?! n'3 A N 'a ' t' o n 6 [ • Additional Increase in Building Value Ci Additional S.F. CJ By signing below, Gk';r /��/-1-,/4' affirm the Revision is inclusive of the proposed changes. rinted name) , / C // ,/// ? SignAA4atuur��:! Contracto"gent(Contractor must sign if increase in valuation) Date IC — alessQs .... ,. / II),c.1 .e -Putn ,S , neGO St -4.e._, EQ-A. Co,4._r_,,,6,...._ _too k calk e (Otff`ice Use Only) a 1.:... r,04___ S u r e_ t�kc a- � � a ti 1,-.42.._ dddci- e, - r \-0Ve_d. G Approved Denied X Not Applicable to Department Revision/Plan Review Comments �-e-ed ..14 6,-, —e S ,e f o r f" .1 c C 1a -S-e / 64 It l spray . am ; nsulaA ►ois Department Review Required: Buildin•_ (� . ' anning & Zoning , Reviewed By Tree Adminis r. sr ., Public Works Public Utilities /0— Ti -17 Public Safety Date Fire Services CITY OF ATLANTIC BEACH 5-j1 1i'..� 800 Seminole Road ;.. A J Atlantic Beach,Florida 32233 Si Telephone(904)247-5800 FAX(904)247-5845 `J; r 3l REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: / / Received by: Resubmitted: Permit 4 um I er: C /) � Original Plans Examiner: Project Name: 7C/Gi�?if i�` 5/o -i `- D Project Address: r__ J � Contractor: ✓l AV /,„ Contact N n-• _ �� '' _ Contact Phone : 2' ,43' /r Co - - ' • ,; e sy �P � s. .4e.."----- Revision /Plan Check/Permit Fee(s)Due: ', ,$•CJ,p p Description of Proposed Revision to Existing Permit: r -2 e-c �h -- 4 Z ' f iiStim ('4{r e7 2 eoil /S ,_ SSS- -- -t - -_ .16MATI &lGe i' f e7v_.- <si `0s /acsJ - RIO� C St-re pt 3 eat',Ga (Vcat\- Loo- Sorve7 Additional Increase in uilding Value: $ tfiUil Additional S.F. .'t/o/. Site Plan Revised: Public W/U Approval: By signing below.I(print name) .---- '1./K.„.- C--106 affirm that the above revision i ' elusive of the proposed c anges.—.---e_____________ / ` // ! . Signature of Contractor/Agent(Contractor must sign if increase in valuation) Dat• Office Use Only Date: 1/ - _2 ^/7 Approved: !' Rejected: Notified by: i Plan Review Comments: NC,' 1 4 2017 Department review required Ye�No � �uildii.: -- - _Planning&Zoning Plans Examiner Tree Administrator ,ublic Worms _ — /(-2 2,/.7 ublic Utilitie u lic Safety Date Created 4/13/16 Rev 3 Fire Services I °4011,0 sA CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 (904)247-5800 BUILDING DEPARTMENT REVIEW COMMENTS Date: 7.13.2017 Permit#: RES17-0079 Site 5472 First Coast Hgwy, Ste 6, Address: Fernandina Bch Site Address: 362 Plaza,A.B. Phone: 904-302-8606, Review: 1 RE#: 169972-0005 Email: dalencolebuilders.net Homeowner: Richard Merriam, Applicant: I CBI Construction I Richard.merriam@abbott.com CORRECTION COMMENTS: These comments are from 1 of 4 departments that are reviewing this application. ‘,1 ��+�++�- , - .—'_ ��' i . i ;�._. - 1 I �' - •i c• of 1 w� 2. Energy Calculations are needed. 2 copies. wily` 3. Submit the manufacturers installation instruction for the singly ply roofing system. If the instruction contain multiple applications then high lite the applicable one which will apply for the s s ecific 'ob. . ubmit complete detail of the g ass gaurdrail system to inclu 1 e g ass type and dimensions, installation engineering, all information for hazardous 11 tion approval. Q-Pmotet/ Mike Jones Building Inspector/Plan Reviewer City Of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233-5445 Ofc (904) 247-5844 C ç?aJ Fax (904) 247-5845 v1` eI4 CoY" V't 1 1 o �S� CITY OF ATLANTIC BEACH r) 800 SEMINOLE ROAD 1, _" ATLANTIC BEACH, FL 32233 (904) 247-5800 - BUILDING DEPARTMENT REVIEW COMMENTS Date: 7.13.2017 Permit#: RES17-0079 Site Address: 5472 First Coast Hgwy, Ste 6, Site Address: 362 Plaza , A.B. Fernandina Bch Review: 1 Phone: 904-302-8606, RE#: 169972-0005 Email: dale@colebuilders.net Homeowner: Richard Merriam, Applicant: CBI Construction Richard.merriam@abbott.com CORRECTION COMMENTS: These comments are from 1 of 4 departments that are reviewing this application. VI. ontractor shall sign and date the Proposed Finish Floor Elevation on 2 of the site plans that were submitted. 2. Energy Calculations are needed. 2 copies. Submit the manufacturers installation instruction for the singly ply roofing system. If the instruction contain multiple applications then high lite the applicable one which will apply for the specific job. V 4. Submit complete detail of the glass gaurdrail system to include glass type and dimensions, i . . 't • _• . • •ring, all information for hazardous location approv: 1. -p,Q\av•e y Mike Jones Building Inspector/Plan Reviewer City Of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233-5445 Ofc (904) 247-5844 Fax (904) 247-5845 1 ; '� ' � CITY OF ATLANTIC BEACH """ c 800 SEMINOLE ROAD J lr j--' ATLANTIC BEACH, FL 32233 (904)247-5800 '�O 111 c)f" BUILDING DEPARTMENT REVIEW COMMENTS Date: 7.13.2017 Permit#: RES17-0079 Site 5472 First Coast Hgwy, Ste 6, Site Address: 362 Plaza ,A.B. Address: Fernandina Bch Review: 1 Phone: 904-302-8606, RE#: 169972-0005 Email: dale(a,colebuilders.net Homeowner: Richard Merriam, Applicant: CBI Construction Richard.merriam@abbott.com CORRECTION COMMENTS: These comments are from 1 of 4 departments that are reviewing this application. 1. Contractor shall sign and date the Proposed Finish Floor Elevation on 2 of the site plans that were submitted. 2. Energy Calculations are needed. 2 copies. 3. Submit the manufacturers installation instruction for the singly ply roofing system. If the instruction contain multiple applications then high lite the applicable one which will apply for the specific job. 4. Submit complete detail of the glass gaurdrail system to include glass type and dimensions, installation engineering, all information for hazardous location approval. Mike Jones Building Inspector/Plan Reviewer City Of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233-5445 Ofc (904) 247-5844 Fax (904) 247-5845 yy ma //eV 12�vl PCG. Cor✓► vv"-'� 4-1l <7 � 1 • �� ` �s\ CITY OF ATLANTIC BEACH • " .,- _ c 800 SEMINOLE ROAD `� ATLANTIC BEACH,FL 32233 \� 4 (904)247-5800 BUILDING DEPARTMENT REVIEW COMMENTS Date: 7/24/17 Permit#: RES17-0079 Applicant: Dale Cole Site Address: 16 Re'e-Q Address: 5472 First Coast Hwy Review: 2 Phone: 302-8606 RE#: Email: . dale@colebuilders.net `►. THIS BUILDING DEPARTMENT REVIEW IS ONE OF 4 DEPARTMENT REVIEWS. PLEASE FIND ALL DEPARTMENT REVIEWS AND ADDRESS ALL COMMENTS. Correction Comments: f...,./1/4.)\,%...-6.,p Application is disapproved for the following issues: 1. Only one out of four comments from 7/13/17 were addressed. Energy Sheets can be approved after three remaining items are submitted. See below. 2. Provide FFE and sign and date site plans. 3. Submit the manufacturer's installation instructions for the single ply roofing system. If instructions contain more than one option, indicate all options for methods and materials. 4. Submit all details and engineering for glass guardrail system and information for hazardous location approval. Davi Arlrvtgtovt Dan Arlington, CBO Building Official City of Atlantic Beach, Florida darlingtonccoab.us (904) 247-5813 1 OFFICE COPY Building Permit Application City of Atlantic Beach 800 Seminole Road,Atlantic Beach, FL 32233 Phone: (904)247-5826 Fax: (904)247-5845 Job Address: 362 Plaza,Atlantic Beach,Florida,32233 _ Permit Number: 2_G 5(1-^OM-CI Legal Description_Lot 29,Block 10 as shown on map of Plat No.1,Subdivision A,Atlantic Beach_ RE# 169972-0005 Valuation of Work(Replacement Cost)$_800,000.00 Heated/Cooled SF_4036_Non-Heated/Cooled 1244__ • Class of Work(Circle one):(New)Addition Alteration Repair Move Demo Pool Window/Door • Use of existing/proposed structure(s)(Circle one): Commercial Qesidentia' • If an existing structure,is a fire sprinkler system installed?(Circle one): Yes NoN/A • Submit a Tree Removal Permit Application if any trees are to bH1' moved or Affidavit of No Tree Removal Describe in detail the type of worio be performed: Removal of existing home and build new home on same lot. 1 JUN 21 2)817 Florida Product Approval# • for multiple products use product approval form Property Owner Information Name:_Richard Merriam Address:_4451 Mendenhall Drive _ City Dallas State TX Zip 75244 Phone 469-964-3326 E-Mail_richard.merriam@abbott.com Owner or Agent(If Agent,Power of Attorney or Agency Letter Required)_Richard Merriam Contractor Information Name of Company:_Cole Builders Qualifying Agent:_Dale Cole Address_5472 First Coast Highway Ste 6 City_Fernandina Beach State_FL Zip_32034 Office Phone_(904)302-8606 Job Site/Contact Number State Certification/Registration#_CGC 1512007/CCC1327979_E-Mail_dale@colebuilders.net> Architect Name&Phone#_Mark Macco Architects (904)249-2724__. Engineer's Name&Phone#_Lou Pontigo &Associates,Inc. (904)242-0908 Workers Compensation _ Exempt/Insurer/Lease Employees/Expiration Date 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 regulationg 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. 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 OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEME. . - A_L. �s-\G W. ..— (Signature of wne or Agent including Contractor) (Signature of Contractor) Signed and sworn to(or affirm•d)before me this /O day of Si ned and sworn to(or affirmed)befgre me this? 1 day of -,, ,b_ _ C. 1 q 1 _A Mr'1.Ph a�l'�,by b°►t L (roll %\ t' LraL__� -- . JUAN CARLO- •.t!!' �` !_ My Commission Exjsi�`LL' re o N.tary) I (Si•na ure ota �7�/ t-y April 9,201 B r • o••.1• JENNIFER JOHNSTON *, MY COMMISSION k GG 042984 • ' "" EXPIRES:October 27,2020 [ ]Personally Known OR [ ]Personally Known Os ,:FoP; •.,,o7 rte„ Bonded Thru Notary Public Urbenrriten Produced Identification [)q.Produced Identificatrpn � 10 Ji Type of Identification: Ty PL. P ( i); Type of Identification: �I t I _ ' �t Ct(1D t.. • OFFICE COPY DO NOT WRITE BELOW- OFFICE USE ONLY Applica. e Co.es: 2010 FLORIDA BUILDING CODE Review_Result circle one : ApprOVed Disapproved Approved w/ Conditions Review Initials/Date: Development Size . Habitable Space 4'o 34 s,FNon-Habitable [impervious area Y 3 ed Miscellaneous Information )ccupancy Group R.-3 ype of Construction V 6 umber of Stories 2 )ning District A C- 2 ax. Occupancy Load -e Sprinklers Required )od Zone X iiditions/Comments: . OFFICE COPY Vit,• OWNER'S AUTHORIZATION FOR AGENT Dale Cole is hereby authorized to act on behalf of Richard Merriam , the owner(s) of those lands described within the attached application, and as described in the attached deed or other such proof of ownership as may be required, in applying to the City of Atlantic Beach, Florida, for an application related to a Development Permit or other action pursuant to: ® Zoning Variance ❑ Comprehensive Plan Amendment © Use-by-Exception ❑ Zoning Map Amendment ® Building Permit ❑ Plat,Replat or Lot Division ❑ Sign Permit ❑X Tree Permit ❑ Other BY: 7.4Qs+s -- Signature of Owner _Richard Merriam Print Name Signature of Owner Print Name _469-964-3326 Telephone Number State of I A S County of Dbli–U Signed and sworn before me on this JUU6,-, 10 day of,2013- 45"^••�. c '• ' J,- A A ,, /� JUAN CARLOS CAYTUIRO By I C#– (�� Q�.�,EN Ivl��rb!'l # My Commission 18Expires April ,2 .Nle Identification verified: \ '— Q_x_p 0.24 JP, Oath sworn: kYes No TA)t Notary Sign re My Commission expires: 0/1 , 5/31/2017 Property Appraiser-Property Details MERRIAM RICHARD A Primary Site Address Official Record Book/Page Tile# 4451 M ENDENHALL DR 362 PLAZA 16465-00456 OFFICE C O PY 9416 DALLAS,TX 75244 Atlantic Beach FL 32233 MERRIAM NANCY V 362 PLAZA Property Detail Value Summary RE# L1699724)005 2016 CarUBad _ 2017 In Progress T-ax pistnirt i USD3 Value Method CAMA CAMA Property Use j 0100 Single Family Total Building Value $109,253.00 $116,415.00 Buildings Extra Feature Value $434.00 $438.00 #of Bu______. 1 _. —_-__ _ _--__.__.___ _ Land Value(Market) $340,000.00 $340,000.00 Legal Dose. �For full legal description see _Land&legal section below Land Value(Aeric.) $0.00 $0.00 subdivision ;03101 ATLANTIC BEACH — Just(Minitel)Value $449,687.00 $456,853.00 Total Area 6369 Assessed Value $445,076.00 $456,853.00 The sale of this property may result in higher property taxes.For more information go to&A Cap Diff/Portability Amt $4,611.00/$0.00 $0.00/$0.00 Our Homes and our Property Tax Estimator.In Progress'property values,exemptions and other supporting information on this Exemptions #0.00 See below opo g page are part of the working tax roll and are subject to change.Certified values listed in the Value Summary are those certified in October,but may Taxable Value $445,076.00 See below include any offidal changes made after certification team how the Property Appraiser's Office values property. Taxable Values and Exemptions—In Progress If there are no exemptions applicable to a taxing authority,the Taxable Value is the same as the Assessed Value listed above in the Value Summary bort. County/Municipal Taxable Value SJRWMD/FIND Taxable Value School Taxable Value No applicable exemptions No applicable exemptions No applicable exemptions Sales History Book/Page Sale Date Sale Price Deed Instrument Type Code Qualified/Unqualified ed/Unqualified Vacannt/]improved 16465-00456 6/26/2013 ,$450,500.00 WI)-Warranty Deed Qualified 'Improved 15276-00057 6/2/2010 $100.00 WD-Warranty Deed Unqualified Improved 15276-00055 6/2/2010 $100.00 I QC-Quit Claim Unqualified Improved 13881-01303 3/13/2007 $100.00 QC-Quit Claim Unqualified Improved 13003-01024 12/29/2005 $486,800.00 WD-Warranty Deed Qualified Improved 12291-01295 1/24/2005 $100.00 MS-Miscellaneous Unqualified Improved 12256-02016 1/21/2005 $100.00 QC-Quit Claim 'Unqualified Improved 11661-02447 2/19/2004 $300,000.00 WI)-Warranty Deed Unqualified Improved Q9681-02354 722000 $245,000.00 WD-Warranty Deed Qualified Improved Q9605-01285 4/19/2000 $165,000.00 WI)-Warranty Deed Qualified Improved 04470-00577 9/14/1977 $39,000.00 i WD-Warranty Deed ;Unqualified Improved 03539-00388 1 6/27/1973 $5,000.00 WI)-Warranty Deed Unqualified Improved Extra Features LN Feature Code Feature Description Bldg. Length Width Total Units Value 1 FPPR7 Fireplace Prefab 1 0 0 1 1.00 I#438.00 I Land&Legal Land d legal Code Use Description 'Zoning Front 'Depth 'Category I Land Units I Land Type I Land Value I I LN 1 Legal Description .[1-21 1 0100 RES ID 3-7 UNITS PER AC ARS-2 50.00 130.00 Common 1.00 Lot $340,000.00 I i 1 5-69 16-2S-29E 2 I ATLANTIC BEACH 3 I LAT 29 BtX 10 Buildings Building 1 Building 1 Site Address Element Code Detail 362 PLAZA Atlantic Beads FL 32233 Exterior Wall 20 20 Face Bride Roof Saud 33 Gable or Hip Building Type 0101-SFR 1 STORY Roofing Cover 3 13 Asph/Comp Shng Yew Built 1974 Interior Wall 5 5 Drywall BAS Building Value $116,415.00 Int Flooring .14 14 Carpet Int Flooring i 11 11 Cer Clay Tile Type Gross (Nested I Efllecdve Heating Fuel i 4 4 ElectricVGR Area Atnm Heating Type 4 4 Forced-Ducted I Base Area 1122 1122 1122 Air Cond 3 3 Central i I _ i or r Finished Garage '440 0 220 -" Finished Open 70 0 121 I :Element Code Porch Total 1632 11122 1363 I Stories 1.000 6 tdtp(/apps.caj.nsUPAO PrapertySeerchIBasic/Detail.aspx?RE=1699720005 1/2 OFFICE COPY Doc#2013190989,OR BK 16466 Page 456. • Number Pages:2 Recorded 07 2412013 at 09:50 AM, Ronnie Fussell CLERK CIRCUIT COURT DUVAL THIS INSTRUMENT PREPARED BY RECORDING COUNTY AND SHOULD BE RETURNED TO: DEED DOC ST 53$18.5 153.50 W. Robinson Frazier, Esquire 1515 Riverside Avenue, Suite A Jacksonville, Florida 32204 (904) 353-5616 WARRANTY DEED THIS WARRANTY DEED made as of the 26th day of June, A. D. 2013 by Shepherd Real Property Investments, LLC, a Florida limited liability company, hereinafter called the grantor, whose post office address is 1335 Beach Avenue, Atlantic Beach, Florida 32233, to Richard A. Merriam and Nancy V. Merriam, his wife, whose post office address is 4451 Mendenhall Drive, Dallas, Texas 75244, hereinafter called the grantee. (Wherever used herein the terms "grantor" and "grantee" include all the parties in this instrument and the heirs, legal representatives and assigns of individuals, and the successors and assigns of corporations. ) WITNESSETH: That the grantor, for and in consideration of the sum of Ten and No/100 Dollars ($10. 00) and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the grantee, all that certain land situate in Duval County, Florida, the property appraiser' s identification number of which is 169972-0005, viz: Lot 29, Block 10, PLAT NO. 1 SUBDIVISION "A" ATLANTIC BEACH, according to the map or plat thereof as recorded in Plat Book 5, Page 69, Public Records of Duval County, Florida. TOGETHER with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. TO HAVE AND TO HOLD, the same in fee simple forever. AND the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good right and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that said land is free of all encumbrances, except easements, covenants and restrictions of record and ad valorem taxes accruing subsequent to December 31, 2012 . Page 1 of 2 OFFICE COPY IN WITNESS WHEREOF, the said grantor has signed and sealed these presents the day and year first above written. Signed, sealed and delivered SHEPHERD REAL PROPERTY in the presence of: INVESTMENTS, LLC 104) • W. Rollo( n Fra$r By: Ja - M. Shephe Jr. anager ' 277/ ;7 By: 47&/—*/14r--- -/01t-e-A--ef Delores B. Hana Lf Susan S. Shepherd, Manager Witnesses as to both parties STATE OF FLORIDA COUNTY OF DUVAL The foregoing instrument was acknowledged before me this 26th day of June, 2013, by JAMES M. SHEPHERD, JR. and SUSAN S. SHEPHERD, as Managers of Shepherd Real Property Investments, LLC, a Florida limited liability company, both of whom are personally known to me. Delores B. Hanagrif Notary Public, Sta e of Florida My Commission Expires: (SEAL) ;gi4h DELORES B HANAGRIFF :.: Commission#LE 131992 Expires December 9,2015 Bonded Thu hay Fan hyaancQ aW,7&5.7,,. Page 2 of 2 cA9 p/-L"S- COPY OFFICE C PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH,FLORIDA Project Name: 1/f Gt P-) RaS r d1' e Permit # /7 Res. -0079 Project Address: 3 Z /&4 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 .roduct approval maybe obtained at:www.floridabuilding.o . Category/Subcategory I Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS L X 1. Swinging 7rlffrsiet1 • 2U rl/1 gCd, 067 / S € if':c rTai 2. Sliding / D.S3'-, s- 3. Sectional MQ r7 ojw- .G 'a/ 97 / 4. Roll up 5. Automatic 6. Other B. WINDOWS 1. Single hung I L /s7507,.3 2. Horizontal slider 3. Casement 4. Double hung 5. Fixed 6. Awning 7. Pass-through 8. Projected 9.Mullion 10. Wind breaker 11. Dual action OFFICE COPY 12. Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding � . f d, / 3/9Z 2. Soffits farl/ ye , ' j /Z/?Z-R3 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 roof 5. Built-up roofing 6. Modified bitumen 7. Single ply roofing &,4-/ � � 3W3 / 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11. Wood shingles/shakes 12. Roofmg slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Category/Subcategory Manufacturer Product Description 1 imitation of Use State# Local# E. SHUTTERS 1.Accordion 2.Bahama 3. Storm panels OFFICE COPY 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 OFFICE COPY 2. Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# t I H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. 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//S d a/c_ (Signature) / Company Name: CAL moo,-Zs7'(7'e/c /a4 7-0-7 Mailing Address: Ae. Box.._ /6300 City: R��4rc pi' k ' �/� State: / G- Zip Code: 3 Telephone Number: ( r3 r" ce0 _ Fax Number: ( ) Cell Phone Number: ( ) E-mail Address: *`!7e___ (d/��-U ea 2'"rS. ,� „s=-b.v-, City of Atlantic Beach APPLICATION NUMBER �� Building Department 0 r (fo be assigned by the Building Department.) 800 Seminole Road -s- Atlantic Beach, Florida 32233-5445 `� r wci J r Phone (904)247-5826 • Fax(904)247-5845 \<,;31t5 V E-mail: building-dept@coab.us Date routed: 0(0I c)-k40 ((1' City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 (4a- P Cl Department review required Yes No Q Muil in Applicant: LEI 5i{a(, i) lann na &Zoninq� Tree Administrator Project: (\LL) 5 t(\_,L e. — Filly\t l �, Q ub c or vtiblic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St.Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: - APPLICATION STATUS Reviewing Department First Review: I 'Approved. Denied. ❑Not applicable (Circle one.) Comments:),��5( r BUILDING ,.. 0� r �+ G1-1".y r 5/1Gi 6<C T(e Ps, -cf-e /C4/G/ PLANNING &ZONING � r/r `p ^6Reviewed by), _ 164' /� TREE ADMIN. Second Review: ❑Approved as revised. ylDenied. ❑Not applicable PUBLIC WORKS Comments: iv eed W )foe r1�� PUBLIC UTILITIES U PUBLIC SAFETY Reviewed by: ��" Date: (1J–.27– (7 FIRE SERVICES Third Review: I 'Approved as revised. fienied. ❑Not applicable Comments: Reviewed by: -'—'” Date:IF 1 –(7 Revised 05/19/2017 F(4/1'r % �LpV:e(f _ (G kr ed1 ZONING REVIEW COMMENTS City of Atlantic Beach Community Development Department v 800 Seminole Road Atlantic Beach, Florida 32233-5445 Date: 11/9/2017 Permit: RES 17-0079 Applicant: Cole Builders Review: ZONING Address: 5472 First Coast Hwy Ste 6, Ferdinanda Beach Site Address: 362 PLAZA Phone: 904-838-4065 RE#: 169972 0005 Email: dale@colebuilders.net Correction Comments 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. Informational Comments Brian Broedell Planner One AC unit has been located to east side of house with a 10ft setback. The other AC unit has been left on the west side of house but moved over to be adjacent to the neighbor's garage, not living space. Please see Sheet A 100. c44,i CITY OF ATLANTIC BEACH J' v .i.,?„ 800 Seminole Road ». ;. Atlantic Beach,Florida 32233 `- Telephone(904)247-5800 R ........-:.:".7,, FAX(904)247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: ' 0/30/7 Received by: Resubmitted: Permit Number: TS- / 7 - 0 0 79 Original Plans Examiner: Project Name: Project Address: 3&7 Z /JL4 2A- Contractor: C 0 L r' '3 vs,4 t\c`>2,/' Contact Name: b4L 4.- C Ott— Contact Phone : / 0 4I. 73, y 0 6.\—Contact a-mail: cL4(� c o t o S„,./ t,i e J . 4 p t` Revision/Plan Check/Permit Fee(s)Due: $ Description of Proposed Revision to Existing Permit: S- - r>), Tt�'.kS i2es/ve_S 1- Q9 br', r., J 44/ailL 94 n'G.-, A:( no - 4- 5E-kg Additional Increase in Building Value: $ -6 Additional S.F. Site Plan Revised: / Public W/U Approval: signing below.I(print name) C G, ,-, i-2/ 4—1afflrm that the above revision is inclusi of a propo d c nges. /0 / ` (✓// 7 Signator of Contractor/Agent(Contractor must sign if increase in valuation) Date Office Use Only Date: Approved: Rejected: Notified by:_ _ Plan Review Comments: i9 5eI-1) ctt.k De•artment review re•uired Yes No __—,/ /° ------ rruildin• -- Cidr.nnin. &Zo '•• i M Plans Examiner - Administrator lirritblic Works _- ( ( — 0 q _- 1 7 ;"i-'ublic Utiliti-.__. * IIIIIIIIIIIIIIII Public a e Date Created aurae Rev3 Fire Services p �t , CITY OF ATLANTIC BEACH 0 ` 800 Seminole Road OD • A •9 Atlantic Beach, Florida 32233 ;.r0 Telephone(904)247-5800 jorh" FAX(904)247-5845 .vr + ,r• REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: / / Received by: Resubmitted: Permit t um ter: / 817_7-6 p 7", - D Original Plans Examiner: Project Name: /r/ t ,e5/0161 `( Project Address: /__ Contractor: ,b' Mgr /,,4 Contact N Tie• tgir1 Contact Phone : 1310:117), Contact e-mail: // ' 1> jl�/! �i S ' Revision /Plan Check/Permit Fec(s) Due: $__ Description of Proposed Revision to Existing Permit: , .� ,n r,7 _ .2 e_Q� -- A zc� eeviSpY. dere-f 0 pA V/l/ /S �v / �s/'-C -X. AILAA - A to n (s t T e pt so,,...) 3 c--_cic.4(v o-can-k-- (o-E- 5 or-v e Additional Increase in uilding Value: $ IAA/ Additional S.F. •'U0/ Site Plan Revised: Public W/U Approval: By signing below. 1 (print name)__L-= _ anima that the above revision 'elusive of the proposed c anges. ignature of Contractor/Agent(contractor must sign it increase in valuation) Dat• Office Ilse Only Date: Approved: Rejected: Notified by:_____ Plan Review Comments: Department review required Yes No uilding —�� I' annin• &Zoning Tree Administrator / Plans Examiner ublic Worn' 1 ( '-'�� -- ( ublic Utilitte l ----- u lic Safety Fire Services Date c eawd d/13/16 Rev.3 (---- / _ s CITY OF ATLANTIC BEACH :: 800 Seminole Road �- '' Atlantic Beach,Florida 32233 -,0,11E.), , REVISION REQUEST/CORRECTIONS TO PLAN REVIEW COMMENTS Date 7 0//,j//7 Revision to Issued Permit Corrections to Comments Permit# Project Address 3 Z PL 47 4- Contractor/Contact Name C---0 LC— /-7(1,' C J e`>e f' ,i-G Cr co 2___&-- Phone 9 0 V ` J C • yo 6 J Email ) ,litC 0/e6 L-1//e1 .. ne-J( Description of Proposed Revision/Corrections: Permit Fee Due $ 7(_(i//.5 e_ /n 77✓sS 1'4' w)179f, 2¢7e_C 4-Ye c 7- -// e /d-P,e,/-;5 Gr , Ci e/i �r, ,), cz"-(c_ y /4- n `orid_ -- al( nem, ) CI ra-LO iAr 5 Nov+, n C Y.or, , .A 1- [ - Additional Increase in Building Value Ci Additional S.F. U By signing below, G4/'.! / / /1--,/4—,•__,/ affirm the Revision is inclusive of the proposed changes. 6,....., tinted name) / G /, V/ ? Signatur Contracto gent(Contractor must sign if increase in valuation) Date 144- M P�S Q- Q w I �, 42. -Pot- r\ .%1 r\e,,,) S c �.€__ p (cat. co c 4-I'„_Q......4.0 l- 400 k ca k p e(Of ce g511cL Lis ©.4— so `e._ ,3 \-\.42_ GL( 8e. p r' 4`ein.C.V e_d- (p% Approved Denied -/ Not Applicable to Department Revision/Plan Review Comments I./ $; e ft 4 0 De•artment Review Required: Buildin• • anning &Zoning Reviewed By Tree Aim' • Public Works �_ Public Utilities f 7 - ( Public Safety Date Fire Services :, �w�.�. :..�R<. �.,,;. .�„� .,,,... �� .-: �.,,...rte«,. ._9.:�� ,,, ,. ,��,�g. >.... :.;,... .. - �,.. _ .. ... ... ... .�__� ="S''�'' v ZONING REVIEW COMMENTS rY = -`,' 1 City of Atlantic Beach 1, �, r` �� Community Development Department u v 800 Seminole Road Atlantic Beach, Florida 32233-5445 '01319`" Date: 6/28/2017 Permit: RES 17-0079 Applicant: CBI Construction Review: ZONING Address: 5472 First Coast Hwy Ste 6, Ferdinanda Beach Site Address: 362 PLAZA Phone: 302-8606 RE#: 169972 0005 Email: Richard.merriam@abott.com (bwcItiek Correction Comments 1. Height: Section 24-17 requires height to be measured from grade to the highest point of a building's roof structure or parapet and any attachments thereto, exclusive of chimneys. Please show the overall height on plans. Overall building height has been dimensioned and clouded on sheet A300 and A301. It has also ben Listed on sheet A100. 2. Shade Trees: Section 24-172(c)(4) requires 2 shade trees to be located on the property as part of the Old Atlantic Beach Design Standards. One of the trees must be located within the front yard. This is the area within 20 feet of the property line along the street. The second tree can be located anywhere else on the lot. See Section 23-33(f)(f) for a list of approved shade tree species. Two oak trees from the approved shade tree list have been located on A100. 3. Setbacks: Section 24-67(c) requires a site plan showing setbacks. Please provide a site plan showing setbacks from all new elements to property lines. Property lines, set-backs, and dimensions to the building were shown on A100. Please double check the drawing. 4. Side Walls Length: Section 24-172(c)(1) requires that second floor side walls be no longer than 35 feet in length without an architectural offset in the wall. A second floor side wall exceeds 35 feet in length. Please revise plans accordingly. Please see revisions on sheets A201, A300, and A301 for therevision of sidewalls. 4. Side Yard Projections: Section 24-83(b) limits side yard projections into side yard setbacks, including roof overhangs, to 24". Please show that this requirement is being met or revise plans accordingly. I ) i;. All overhangs have been limited to a maximum of 2'0" Informational Comments Brian Broedell Planner 1 I' ! li CITY OF ATLANTIC BEACH {' DEPARTMENT OF PUBLIC WORKS �} 1200 Sandpiper Lane 1�t Atlantic Beach,FL 32233.4318 7)1 TELEPHONE:(904)247-5834 01110 / S FAX:(904)247-5843 www.coah.us x'! ,7).7,19 CONTRACTOR: DATE: 6-30-17 Cole Builders PERMIT # RESI7-0079 5472 First Coast Highway Suite 6 ADDRESS: 362 Plaza Fernandina Beach, FL 32034 �,� 'e� Atlantic Beach, FL 32233 Email: dale(a /U colebuilders.net (-. 44 PERMIT APPLICATION FOR NEW SINGLE FAMILY HOME Your permit application has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order for us to approve your application. If you have any questions, please contact Scott Williams, Interim Public Works Director at 904-247-5834 or email swilliams{acoab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) • 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. Location of silt fence and dumpster previously provided on sheet A100. Please see the revision on sheet A100 for location of a portable toilet. • Provide drainage plans showing site topography (flow arrows, etc.). Please see the revisions on sheet A100. • Provide erosion and sediment control plans with installation details. A note addressing this issue has been added to sheet A100 • Provide impervious surface calculations for entire lot (existing and post construction). Calculations have been added into the notes on sheet A100 • 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). Delta volume calculations have been added to the notes on sheet A100 • A Revocable Encroachment Permit must be obtained, if using pavers in right-of-way. Pavers are not to be used in the right of way. Please see the revision showing the right of way on sheet A 100 • All runoff must remain on-site. Cannot raise lot elevation. A note has been added to sheet A100 regarding lot elevation to remain the same and all runoff to remain on site. I 1 • Provide manufacturer's cut sheets for 50%credit on pervious pavers. Please see attached cut sheet • Provide a detailed plan of water retention area and how water runoff gets to water retention area and then to street. Please see the revisions on sheet A100 ; !"\'g �;,� CITY OF ATLANTIC BEACH J �' Sit . - 800 Seminole Road 4: a::.•- .,5,' _ Atlantic Beach,Florida 32233 '') - _,/-'l 4 ..f.. r NOV 15 2017 Telephone FAX(904)247-5845 \J�3lWr REVISIONTEST SHEET OR CORRECTIONS TO REVIEW COMMENT • Date: / / Received by: Resubmitted: Permit 4 um r er: ' es-11-0019 /1r( rJ Original Plans Examiner: Project Name: 7//ot 4//i /65✓f�/61 `7 Project Address: i_ I 1 Contractor: 4,4 M /,_,„ , -. Contact N .• ta I Ill ri 157 • Contact Phone : 2714 i /, Contact e-mail: / e :->ilil' r,ILOW c. 4ek- Revision /Plan Check/Permit Fee(s)Due: $ Description of Proposed Revision to Existing Permit: •Z e_c�G\ - A zcc7 v ism. evi .10: ,, p/W/UV— �v SSS v1, k `i ,ret, !� 4+' iAiv� Stu i/ .S. `0., �fac,k _ IA to (st-re pr .a-,J ea.0.f,vo-ccxn,--k- Loll- stiry Additional Increase in ding Value: � �Q� Additional S.F. .4/0 Site Plan Revised: uilPublic W/U Approval: By signing below.I(print name) �' —.-69 affirm that the above revision •t clusive of the proposed c t anges. / - — / // / / 1 Signature of Contractor/Agent(Contractor must sign if increase in valuation) Dat• Office Use Only Date: /(/ 7 12 Approved: Rejected: Notified by: --- • i Plan Review Comments: NIOl! t ,r • fir c,f Yel�v'� 2017 • 4 Department review required Yes No larming&Zoning Plans Examiner Tree Administrator �ublic Wort. �� -- /r7 •ublic Utilitie r - •u•lic Safe //—/6•-1 7 Date Cream!4/1346 Rev.3 Fire Services i 0!..A�r City of Atlantic Beach APPLICATION NUMBER �s � Building Department �_fl;FCpE (To be assigned by the Building Department.) � � 800 Seminole Road �: Atlantic Beach, Florida 32233-5445 JUN 2 s `l" —Ov ci Phone(904)247-5826 • Fax(904)247-5845 2011 D I a ( / E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 3 (4 a- P lai Department review required Yes No (� (uil in Applicant: L61- 5.\(jti* /) Q'tan'ninp &Zoning �" Tree Administrator t.j.,3 Project: A S l(15.Q,� P1m 1. 11, Ly 1�/YIQ b c 'York t ' • • tiliti- Public Safety Fire Services Review fee $ Sa Dept Signature 'I• 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: APPLI TION STATUS Reviewing Department First Review: Approved. riDenied. [Not applicable (Circle one.) Comments: BUILDING �J PLANNING & ZONING .I kt.�-- Reviewed by: Date: '7,7 TREE ADMIN. Second Review: ❑Approved as revised. ['Denied. ❑Not applicable P = f WORKS Comments: 'UBLIC U LI IEr-**&----s PUBLIC SAFE Reviewed by: Date: FIRE SERVICES Third Review: I 'Approved as revised. ❑Denied. [Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 .4E0 % City of Atlantic Beach s�\ PUBLIC UTILITIES DEPARTMENT 1200 Sandpiper Lane 1_6� s) "fAtlantic Beach, FL 32233 ,t--,--1;1 , (904) 247-5834 -riNEW WATER / SEWER TAP REQUEST Date ftp-2 co -1 7 Project Address 3Cc Z (Q/4y4 j(- Number of Units ( Commercial Residential Multi-Family 3 " New Water Tap(s) & Meter(s) Meter Size(s) '-7 New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Applicant Name Applicant Address City State Zip Phone Cell Email Applicant Signature q CITY STAFF USE ONLY Application # eE3 17 — OO /-� / /koe ve (-004/00'-- Water System Development Charge $ /,'6 c PC is,Sewer System Development Charge $ �" Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ S2, 6f) Other $ TOTAL $ L5Dr 00 (Notes) APPROVED Kayle Moore, P.E. tiv -- Date ( 7/1 7 Public Utilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED — ' CITY OF ATLANTIC BEACH 0CT 2 6 2017 800 Seminole Road Atlantic Beach,Florida 32233 i Telephone(904)247-5800 '""" ,,--qiikt FAX(904)247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: od- 26,,201/ Received by: Resubmitted: OCT 30 2017 Permit Number: Q E Sil- —00 -ci Original Plans Examiner: Project Name: Project Address: 362 P/otZor IQ,4 Contractor: i,i I e Cote Contact Name: Contact Phone : Contact e-mail: Revision/Plan Check/Permit Fee(s)Due: $ Description of Proposed Revision to Existing Permit: 1 4I1//s ylit P14in5 Additional Increase in Building Value: $ 0 Additional S.F. 0 Site Plan Revised: Public W/U Approval: By signing below.I (print name) iaffirm that the above revision is inclusive of the proposed changes. Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date Office Use Only Date: Approved:_MIRED f'/ Notified by: Plan Review Comments: ��✓l 4 f Pt(s) r0te— con /A) A Pt2. Department review required Yes No Gt/ / Building - Planning&Zoning Tree Administrator Plans Examiner Public Utilitie , -�✓�J ---------- re it ! -- - Public Safet /0- 3/—/7 Date Created 4/13/16 Rev 3 Fire Services �,S.ay;yuCity of Atlantic Beach APPLICATION NUMBER rj$ Building Department (To be assigned by the Building Department.) 800 Seminole Road Lc � Atlantic Beach, Florida 32233-5445 9-LS 11 r 00 ci �` 4\ Phone(904)247-5826 • Fax(904)247-5845 N.PL r�;319%' E-mail: building-dept@coab.us Date routed: CAQ I alQ I� City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: t a' P Department review required Yes No 1 uil Applicant: L6-1- cznsvitut;60 Zoninci Tree Administrator Project: f\Lux) 5 V,(MQ CDub 'Yorks l� t �sbic Utilities Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: I 'Approved. 1enied. [Not applicable (Circle one.) Comments: l‘ (�, i /1444 BUILDING PLANNING &ZONING Reviewed by,: . Date: )�- TREE ADMIN. Second Review: QApproved as revised. I Denied. TiNot applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed b : ��/ Date: 31/7 Per FIRE SERVICES Third Review: Approved as revised. ❑Denied. ❑Not applicable Comments: APPROVE Reviewed by: a/��/��1i1�1 Date: ff✓l,'!r Revised 05/19/2017 iLyr �fil.9 , Comp. By: SRW Date: 11/17/2017 Public Works Department City of Atlantic Beach Permit No: RES17-0079 Address: 362 Plaza 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) = 6,500 ft2 Runoff Coefficient Area Lot Area Description (ft) (ft) "C" Wtd "C" Impervious 2,432 6,500 1.00 0.37 Pervious 4,068 6,500 0.20 0.13 Runoff Coefficient(C)= 0.50 Runoff Volume V= 0.50 x 6,500 x 9.3 / 12 V= 2,515 ft3 Postdevelopment Runoff Volume: Lot Area(A) = 6,500 ft2 Runoff Coefficient Area Lot Area Description (ft2) (ft2) "C" Wtd "C" Impervious 3,169 6,500 1.00 0.49 %ISA= 48.8% Pervious 3,331 6,500 0.20 0.10 Runoff Coefficient(C)= 0.59 Runoff Volume V= 0.59 x 6,500 x 9.3 / 12 V= 2,972 ft3 Required Storage Volume DV= Postdevelopment Runoff Volume- Predevelopment Runoff Volume DV= 2,972 - 2,515 DV= 457 ft3 Retention MASTER WATER RETENTION 11/17/2017 l,, r Comp. By: SRW Date: 11/17/2017 =r Public Works Department City of Atlantic Beach Permit No: RES17-0079 Address: 362 Plaza Provided Storage: Elevation Area Storage (ft) (ft2) (ft3) 7.5 294 0 BOTTOM 42 X 7 8.0 396 173 TOB 44 X 9 Elevation Area Storage (ft) (ft2) (ft3) 0 BOTTOM 0 TOB Elevation Area Storage (ft) (ft2) (ft3) 0 BOTTOM 0 TOB Inground storage=A`d`pf A=Area= 396.0 d=depth to ESHWT= 4.5 pf= pore factor= 0.3 Inground Storage= 534.6 ft3 Required Treatment Volume= 457 ft3 Supplied Treatment Volume= 707 ft3 Retention MASTER WATER RETENTION 11/17/2017 livi:rj, City of Atlantic Beach ^ ' - APPLICATION NUMBER � •s, Building Department i :,;..,...:1-a► 0 1 ?';"' y s if 800 Seminole Road (To be assigned by the Building Department.) 1 -ov G -6� �, Atlantic Beach, Florida 32233-5445 JUN 2 Z�� I / Phone(904)247-5826 • Fax(904)247-5845..' -'10' lot.. E-mail: building-dept@coab.us •,'/. Date routed: 0(401c)440 (I-'1 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: (a- P I Cf Department review required Yes No C uiltrier) Applicant: LEI sifit 4 /) ( an'nfng &Zoninci Tree Administrator Project: 1\LL ) 5l n�`Q,' Pim t tti VtOrna CPub c orks �blic Utilitie Public Safety Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: I 'Approved. �enied. nNot applicable (Circle one.) Comments: —rel a-jlq cont4 BUILDING PLANNING & ZONING Reviewed by; 4tiA2 ;4, _ Date: 6 Yeb`/7 TREE ADMIN. Second Review: ['Approved as revised. ❑Denied. nNot applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. I (Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 4 '\J`i jj.. CITY OF ATLANTIC BEACH i� r moi . 1 �� DEPARTMENT OF PUBLIC WORKS St1� 1200 Sandpiper Lane t,,,.:.f Atlantic Beach,FL 32233-4318 a TELEPHONE:(904)247-5834 ,'_) ~ FAX:(904)247-5843 www.coab.us ..„..) CONTRACTOR: DATE: 6-30-17 Cole Builders PERMIT#RES 17-0079 5472 First Coast Highway Suite 6 ADDRESS: 362 Plaza Fernandina Beach, FL 32034 Atlantic Beach, FL 32233 Email: dale@a@,colebuilders.net PERMIT APPLICATION FOR NEW SINGLE FAMILY HOME Your permit application has been denied by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order for us to approve your application. If you have any questions, please contact Scott Williams, Interim Public Works Director at 904-247-5834 or email swilliams@coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) • 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. • Provide impervious surface calculations for entire lot (existing and post construction). • 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 Permit must be obtained, if using pavers in right-of-way. • All runoff must remain on-site. Cannot raise lot elevation. • Provide manufacturer's cut sheets for 50%credit on pervious pavers. • Provide a detailed plan of water retention area and how water runoff gets to water retention area and then to street. 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 an 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 concrete driveway aprons must be 5" thick,400 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. (Commercial driveways-6" thick). • All runoff must remain on-site during construction. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapell's, Inc., Republic Services). Container cannot be placed on City right-of-way. • If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. • 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. cc: Toni Gindlesperger, Building Department Jennifer Johnston, Building Department Perrone, Jennifer To: dale@colebuilders.net Cc: Williams, Scott; Gindlesperger,Toni; Johnston, Jennifer Subject: Plan Review Comments for 362 Plaza Attachments: Plan Review Comments RES17-0079.pdf Permit application #RES17-0079 for 362 Plaza is currently denied by Public Works. Attached are the Plan Review comments. Please submit the required information at your earliest convenience in order for us to process approval for our Department. If you have any questions, please contact Scott Williams, Interim Public Works Director at 904-247-5834 or email swilliams@coab.com Thank you, Jennifer Perrone Administrative Assistant City of Atlantic Beach Public Works (904) 247-5834 joerrone@coab.us 1 LAO CITY OF ATLANTIC BEACH J t. �� CT 2 6 201 800 Seminole Road A f Atlantic Beach,Florida 32233 �! v Telephone(904)247-5800 FAX(904)247-5845 REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: Orf 26 2°17 Received by: Resubmitted: OCT 3 0 2017 Permit Number: Original Plans Examiner: Project Name: Project Address: 3 62 p/ail'? 'o( Contractor: Del I e Co(e Contact Name: Contact Phone : Contact e-mail: Revision/Plan Check/Permit Fee (s) Duc: $ Description of Proposed Revision to Existing Permit: Z i/I'4�J/I 121 PILIf j Additional Increase in Building Value: $ D Additional S.F. 0 Site Plan Revised: Public W/U Approval: By signing below.1(print name) affirm that the above revision is inclusive of the proposed changes. Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date Mice Ilse Only Date: Approved: Rejected: Notified by: Plan Review Comments: DENIED Department review required Yes No _ t Building — Planning &Zoning Tree Administrator Plans Examiner Pub io Uf ities 6� �( c> > Public Safety Date Created 4/13!16 Rev.3 Fire Services PUBLIC WORKS PLAN REVIEW COMMENTS Date: /t0 -�J/---/� Application#: /7 - V iG l Project Address: , j �? /24/.4. 0 £' (,(7eChrA ck CORRECTION ITEMS toSeleox 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. 0 IMPS Provide impervious surface calculations for entire lot(existing and post construction). ❑ 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 0 required per Section 24-66(b). REPM A Revocable Encroachment Permit must be obtained. 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' (ci cul. i rive .y widt ' 12' ax • urn). PAV Provide paver installation method (must meet I.C.P.I.). 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. 0 il r � / / � Williams, Scott From: Collin Spelts <Collin@maccoarchitects.com> Sent: Thursday, November 09, 2017 8:36 AM To: Williams, Scott Cc: Mark Macco; Dale Cole; Richard A Merriam Subject: 362 Plaza Hello Scott, We have some questions we would like to discuss about the revision requests for 362 Plaza. We have not heard back from you since I left a voice message last week. Please give out office a call to discuss these issues. A summary of our questions are in red as follows: -provide drainage plans showing site topography(flow arrows,etc) We have flow arrows on either side of house with the text drain to street.The back yard is a water retention area (thus no arrows) Is this adequate? Perhaps it was overlooked at your review. -A revocable Encroachment Permit must be obtained Will complete -all runoff must remain on site. Cannot raise lot elevation. Note was provided "lot elevation to remain the same.Cannot raise the lot elevation.All runoff to remain on site and overflow only to plaza road" Is this note adequate? Perhaps it was overlooked at your review. -Provide topographic survey by licensed land surveyor. Can we issue the surveyor's drawing separate or do you need it incorporated into our drawing? -Provide manufacturer's cut sheets for 50%credit Will Complete Provide paver installation method (must meet ICPI) Is it okay to print off the installation method from ICPI and turn it in along with cut sheet or do you need it incorporated onto a sheet of the architectural drawing set Provided detailed plan of driveway in right-of way and the material used. Will complete. Thanks, Collin Spelts, Intern Architect MARK MACCO ARCHITECTS 472 Osceola Ave. Jacksonville Beach, FL 32250 904.249.ARCH (2724) www.MaccoArchitects.com DMARK MACCO n ARCHITECTS . 1 JUN-24-2013 03:08P FROM:FIRST COAST 9047797784 • 70:3535619 P•2 MAP OF BOUNDARY SURVEY DESCRIPTION: LOT 29. BLOCK 10, PLAT NO 1, SUBDIVISION "A" ATLANTIC BEACH ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 5, PAGE 69, OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA. C/L PLAZA STREET 60' RAI _. ... ... —.s.- — —700'IP .- .. ',• • -'- !, P I •r.P,1R 585.00'00.1 699.66 6.1.11.1.5/1' I Nes'00'00•: •SOT Oe 60 10 v0. ' FIS 126! I A'11.1"-H4 I I Ew A. / ii 6 ,Y aa I- •7AI ,,w I: ,,, imI1T .....L.T. ,MOM 3/ MI BrvOY '6,3.16 LviA 141111 L6R 10 littliki(14) _ .0'..1.VT Y.6 U.9 YG X- SCALE: 1' 30' 50'w,9gT'M F.(.1e' F.LP.1/2' 565.21'61.1 NO 10 SURVEY NOTES: i0Rel0 P 1 BEARINGS ARE ASSUMED AS SCALED PRIM THE WORTH AARON ON THE RECORD PLAT KITH THE NORTH LINE OF LOT 29, BLOCK 10 BEING N&5.00'00'E. 12 UNDERGROUND UTILITIES WERE NOT LOCA S OR OTHER BY THIS SURVEY. #3 ACCORDING TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY FIRM MAP PANEL NO. 12031C 040611 EFFECTIVE 06/03/13, THE PROPERTY DESCRIBED HEREON APPEARS TO LIE IN ZONE 'X'. CERTIFIED TO AND FOR THE 14 THIS SURVEY PERFORMED WITHOUT BENEFIT OF AN ABSTRACT, EXCLUSIVE BENEFIT OF: TITLE SEARCH TITLE OPINION OR TITLE INSURANCE. - RICHARD AND NANCY MERRIAM 15 DIMENSIONS ARE SHOWIN FEET AND DECIMALS THEREOF FRAZIER B FRAZIER ATTORNEYS AT LAM AND ARE PLAT AND MEASURED LM.E'SS SHOW OTHERWISE. 9. 16 ALL EASEMENTS ARE PER PLAT UNLESS SHORN OTHERWISE. STREET ADDRESS: c #7 THERE MAY BE ADDITIONAL RESTRICTIONS THAT APPLY WHICH ARE NOT SHOWN ATLANTIC BEAACH F7.32233 ry ON THIS SURVEY WHICH CAN BE FOUR IN PUBLIC RECORDS OF SAID COUNTY. o 16 THIS SURVEY DOES NOT GUARANTEE OKNFJiS/IIP. iAT.I9 TEMPORARY, NON-PERMANENT IMPROVEMENTS AAV/OR MAN-MAGE ITEMS N SUCH AS BUT NOT LIMITED TO THE FOLLOWING; BUILDING MATERIAL o STORAGE PODS, PAVER BLOCKS, RUBBERMAID OR PLASTIC UTILITY 3 THIS BUILDIPROPERTY BUT MIT LOCANGS NOT OV L OR S VEHICLES.�BLOCKS MAY BE ON m 110 LEGAL DESCRIPTION PROVIDED BY CLIENT_ // /� NOTICE OF LIABILITY: THIS SURI'ET IS CERTIFIED TO THOSE INDIVIDUALS SHOWN ON / / . THE FACE THEREOF. ANY OTHER USE BENEFIT OR RELIANCE BY ANY OTHER PARTY IS /� �i c STRICTLY PROHIBITED AAD RESTRICTED. SURVEYOR IS RESPONSIBLE ONLY TO THOSE -3 CERTIFIED AM)HEREBY DISCLAIMS ANY OTHER LIABILITY AAD)HEREBY RESTRICTS THE CLYDE 0. M) ' -— RIGHTS OF ANY OTHER INDIVIDUAL di FIRM TO USE THIS SURVEY, WITHOUT EXPRESS ISTEAED SIdYVEYOR AAD NO. 2516 m\ OIITTEN CONSENT OF THE SURVEYOR. NOT VALID VALID W M TROUT THE SIGNATURE 6 THE ••!SINAL RAISED '3H SEAL OF A FLORIDA LICENSED SURVEYOR ANO RAPPER. A � F1:11:.C. C.M. Cpy�pETE MDMRENI O.M. C�p�� g�_ F.I.R.C.- IRpy RW AID CAP Pg.1:.: PoIM Lid'T MY TMP- ,� FIN FIR HTORANT Q1f -OYENFJD E7.ECT/IIC A -FOIDID IRVM NOV P.C. PoTNT OP CLAVA YE N.F.P.'pYFN LIMY Fpxp E.T.A. -FOUND!ROM PTFE U.E UTTTLITr E15EHE PSI.-., ]�TER,��[ Ff0 FOUD M.F �:cEE L S.I,R.C.-SET IRON ROO ANO CAP O.E. OMINA6E u lTION WIT FPH PLAY C.B. 14EARIMB L F.N6D -FOUND NAIL AM DISK CO 6 CIMS 0 RITTERNT5-A EB ELECTRIC BOA 141 'MA OLEER O000 -FfE1D HFJSIKIEfA9HT tr. RIGHT OF MAY 1'SC.L.P.----O SCA CpYC. CONL'AETE 1P -1000 POLE w (4 -CALCULATED IOASLDIO(€IT Cit CFNTER.INE -- CB CA6LE BOW LP -LIGHT POLE fi'MN.Y.i -/—/-i-i- PB P/WME BOIf M/H -WHORE 5 FIELD SURVEY DATE Lv• PLOT PLAN 1 /FIRST COAST LAND PROJECT INFORMATION z BOUNDARY os/2f/aof3 ORDER NO: 24011 SURVEYING, INC. DRAWN BY: VAN KLEECK 'J FORMBOARD 1839-106 LANE AVENUE SOUTH, JACKSONVILLE FL.32250 REVIEWED BY: TNP ? FOUNDATION PHONE (904) 779-2062 FAX (904) 779-7784 CHECKED BY: VAN FINAL l ` CERTIFICATE NO. LB 7261 1` / ` DADSU7VEYOR@AOL.COM / ?S N. el CITY OF ATLANTIC BEACH 03 � '. ,=" \�l 800 Seminole Road Atlantic Beach, Florida 32233 A s OCT 3 ' 2017 Telephone(904)247-5800 `} ' 'r' FAX(904)247-5845 r It Or REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: / 0/20//7 Received by: Resubmitted: Permit Number: s- / 7 - 0 0 79 Original Plans Examiner: Project Name: Project Address: 3(p Z / L4 ail- Contractor: jContractor: C0C -' r3v,ZAc >2f Contact Name: j.),L&-` C 0/..t- Contact Phone : 04'. 73, j o 6.s—Contact e-mail: dA( ._,CO c c(e S,,7j j e,,c j _ A f t Revision/Plan Check/Permit Fee(s) Due: $ Description of Proposed Revision to Existing Permit:it: ^ s'"S r'i,'7 �.\5 12�'.y vQ 5 f Q 9 ,U K-41\/V ir J A-4 of '.b.-1 . -�-� —-- -Q ) 4- Additional Increase in Building Value: $ -6 Additional S.F. Site Plan Revised: / Public W/U Approval: By signing below. I (print name) C G, c, /•— it �/�-2afflnn that the above revision is inclusi e•of c propo cd c rages. / rl,7:-1 (i / Signat of Contractor/Agent (Contractor must sign if increase in valuation) Date Mice Ilse Only Date: Approved: Rejected: Notified by: / Plan Review Comments: Department review required Yes No uildina> — -- _. nnin &Zo ree Administrator Plans Examiner g _L____ii:cigoitj ..(Ai(e7„.„,,.....r_ ublic Works ublic Utilitie - - -- Public Sa ety Fire Services Date Created 4/t3/16 Rcv.3 /t9 -7717 Plans 40 9 n .2\-Nrjr1CITY OF ATLANTIC BEACH c, . 41 `�?'�, „ 0 I __ . . 800 Seminole Road Aiit r Atlantic Beach,Florida 32233 s) NOV 1 5 2017 Telephone(904)247-5800 ti ' FAX(904)247-5845 J,3lv.Yr' REVISION REQUEST SHEET OR CORRECTIONS TO REVIEW COMMENT Date: / / Received by: Resubmitted: Permit tumrer: U S t-7—O0-1 q l Original Plans Examiner: Project Name: / ///4 41 ,6,✓�6r6.2L., Project Address: r__ J Contractor: 4110,1;7 4 _ Contact N n • ��4 Contact Phone : AT 3' d, Contact e-mail: /f :-> e e 4,i , s. it - Revision /Plan Check/Permit Fee (s)Due: $ Description of Proposed Revision to Existing Permit: )/�� cYD (i '1' On2 /WV/2tS CIA 1 ssi c::; , -_- llir1 �'�f y okeAr vis � hl�i , , `�,_ L� 12/ac4, _ i']t 1.0 t5 (s t-r e pt _Pcs..3 3 e act,l(v )--c c 4- (CA- s t l--v e.. Additional Increase‘a.ipis.Jildin Value: $ d Additional S.F. •V 0/`r� Site Plan Revised: Public W/U Approval: By signing below.I(print name) ----- 41K.,..„ �6°. affirm that the above revision i • ' elusive of the proposed c anges. i 4,e // /V 17 • Signature of Contractor/Agent(Contractor must sign it increase in valuation) Dat- Off=Use Only . Date: Approved: V Notified PP Rejected: by-• -- • Plan Review Comments: Pl.' ' 4 2017 Department review required Yes No rr _ �� uildi `: -- c'(.4 4!(J Planning 8 Zoning Tree Administrator Plans Examiner (P-ublic Worms / ublic Utilitfel /( /7 ..- 7 u lie Safety Date Created 4/1346 Rev.3 Fire Services 01'44/.1..4\ CITY OF ATLANTIC BEACH js DEPARTMENT OF PUBLIC WORKS \ =:';`tt1 1200 Sandpiper Lane y Atlantic Beach.FL 32233-4318 . .1 TELEPHONE:(904)247-5834 �' FAX:(904)247-5843 www.coab.us CONTRACTOR: DATE: 10-31-17 Cole Builders PERMIT# RES17-0079 5472 First Coast Highway Suite 6 ADDRESS: 362 Plaza Fernandina Beach, FL 32034 1 Atlantic Beach, FL 32233 Email: dale(a)colebuilders.net / /(/J j7.12 REVSION REQUEST FOR NEW SIN LE FAMILY HOME Your Revision Request has been by the Public Works Department for the reasons listed below. Please submit this information at your earliest convenience in order for us to approve your application. If you have any questions, please contact Scott Williams, Public Works Director at 904-247-5834 or email swilliams(g),coab.us. PUBLIC WORKS CORRECTION ITEMS: (Submit the following information to the Public Works Department) • Provide drainage plans showing site topography(flow arrows, etc.). Pump located for retention overflow.A100 • A Revocable Encroachment Permit must be obtained. Using concrete in ROW.A100 • All runoff must remain on-site. Cannot raise lot elevation. Note provided.Swales shown to retain runoff.A100 • Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land Surveyor, showing 1'contours. Attached • Provide manufacturer's cut sheets for 50%credit on pervious pavers. Attached • Provide paver installation method (must meet I.C.P.I.). Attached • Maximum driveway width within the City right-of-way is 20'. Revised.A100 • Provide detailed plan of driveway in right-of-way and the material used. See Sheet A100 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 an 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 concrete driveway aprons must be 5"thick,400 psi, with fibermesh from edge of pavement to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. (Commercial driveways—6" thick). • All runoff must remain on-site during construction. • Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Shapell's, Inc., Republic Services). Container cannot be placed on City right-of-way. • If on-site storage is required, a post construction topographic survey documenting proper construction will be required. All water runoff must go to retention area and retention overflow must run to street. • 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. cc: Toni Gindlesperger, Building Department Jennifer Johnston, Building Department MERRIAM RESIDENCE 362 Plaza Rd Atlantic Beach, FL 32233 NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATION: 9'-0" (CONTRACTOR SIGNATURE) Y Q22 1 N 43'-11" DOWNSPOUT INTO GROUND E -34'-5" AND DIRECTED TO BACK OF co ----- Lor. w PR ERTY NE — — — — — — — — — \ 7. PALM TREE 6. PALM TREE — — _- ------------ [ ] [ ] - - - ---- ------ - ---— ----------- ----------- iL---- - ---------�-8. PALM TREE SITE TO DRAIN TO PLAZA ROAD -- - -- SWALE AREA TO RUN THE LENGTH OF THE L OT ISI---- _-------- — -- _ _ --- ---- ----- --- — —-------- - __ ----- -- — 9. PALM TREE[ ] AC AC .I =_ II I J�o�o�o� I=zx - ---- (�I I a a 10. PALM TREE III i X I -- - 2 I11. PALM TREE I 2 LU l i I P°��°a/�° � w X 12. PALM TREELU 0 li 5 o - BUILDING FOOTPTINT o; o UJ I l o ZQ� ,�°O l I a 0 I STEPPING' O w I of w I��STONES� wzI �� z H w ~ U X 13. PALM TREE �o�o Cn I 10°� BALLASTED SOLAR PANEL ARRAY. ROUTED FROM ROOF O I I 400 FT3WATER a� a�-� TO GARAGE CONCEALED ON INTERIOR OF H ME. DESIGNI Of PROVIDED BY SOLAR PANEL PROVIDER. RETENTION AREA I �Q (I I I' 21'-18" Z ° — I I it REAR SET -BACK -- ----- - - - - ---------------a------ � — — — — — — — — — li( [] L----------------------- ------ --- ----------------I [if I i 14. ORANGE I - - DOWNSPOUT INTO GROUND it TREE AND DIRECTED TO BACK OF U 2 PROVIDE SILT FENCE AROUND PROPEJRTY N 43'-11" WITH THE EXCEPTION OF THE DUMPSTER ENTRY E 95'-9" — — — - /---- ----- --= --------------- -- --------------- -- i I 2 I 4. PALM TREE I I 1/4" / 12" 27' 3" I FRONT SET BACK I [ ] 3. PALM TREE I 5. PALM TREE X 2. PALM TREE 7 — II �A LU BURT LP T K 2 I I (F NT OF HOME) I TEMPORARY CONSTRUCTION DUMPSTER LOCATION. p I � ;I _0 I I � I I � I I I 0 Q N Q J - 17. OAK TREE FROM APPROVED SHADE TREE LIST 1 ,� II PORTABLE I; m 0 ; TOILET SITE I DRAIN TO PLAZA ROAD - ' LOCATION o w - -- cn w_ I I 0 SWALE AREA TO RUN THE LENGTH OF THE LOT CO -71 - II ------- L_— --------- — -- — -------- --- -- — — JF-- F----- - L BAMBOO- _ - - - - J -----------------_---- U-7" 15. PALM TREE E -34-5 16. OAK TREE - 1 1 PROPERTY LINE FROM APPROVED PROVIDE SILT FENCE AROUND PROPE TY _ SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPST R ENTRY F- O- - 0 3' 6' 12' ��1 SITE PLAN Z SCALE: 3/16 1-0 '— 3/16" = 1'-0" - 6' TALL GATE L-----� �I � I -- — -- -- ---- — -- -- BUSHES [ ] ------ ------------ -- 1. PALM TREE---- — — — — — N -6'-3" 7 POWER TO HOME FROM POWER POLE - TO BE RAN UNDERGROUND ISSUED FOR PERMI T AND CONSTRICTION 10.27.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS BY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILL REQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING INSPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION: SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 1 2014 NATIONAL ELECTRICAL CODE 294A-ELORIDaA.FIRE,PfiEVENPOAI CODS OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS: LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 1,944 SF 2ND FL. AC SPACE: 2.092 SF TOTAL AC SPACE: 4,036 SF IMPERMIABLE SURFACES EXISTING 2,484 SF POST CONST. BUILDING FOOTPRINT 2,651 SF PAVERS (1038 SF X 50% CREDIT): 519 SF AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES A 201 POST CONSTRUCTION: 3,250 SF ROOF PLAN A 203 SCHEDULES A 300 ELEVATIONS A 301 ELEVATIONS A 400 SECTIONS A 401 SECTIONS A 402 jte,aJa0, St ' SECTION DETAILS E 200 FIRST FLOOR ELECTRICAL E 201 2nd FLOOR RCP - ELECTRICAL lcwsSs y RU , un "4 306t, HCS �. y y� PhIza 362 Plaza 101, f- it w Blvd NORTH; PROJECT LOCATION - - - - NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATION: 9'-0" (CONTRACTOR SIGNATURE) Y Q22 1 N 43'-11" DOWNSPOUT INTO GROUND E -34'-5" AND DIRECTED TO BACK OF co ----- Lor. w PR ERTY NE — — — — — — — — — \ 7. PALM TREE 6. PALM TREE — — _- ------------ [ ] [ ] - - - ---- ------ - ---— ----------- ----------- iL---- - ---------�-8. PALM TREE SITE TO DRAIN TO PLAZA ROAD -- - -- SWALE AREA TO RUN THE LENGTH OF THE L OT ISI---- _-------- — -- _ _ --- ---- ----- --- — —-------- - __ ----- -- — 9. PALM TREE[ ] AC AC .I =_ II I J�o�o�o� I=zx - ---- (�I I a a 10. PALM TREE III i X I -- - 2 I11. PALM TREE I 2 LU l i I P°��°a/�° � w X 12. PALM TREELU 0 li 5 o - BUILDING FOOTPTINT o; o UJ I l o ZQ� ,�°O l I a 0 I STEPPING' O w I of w I��STONES� wzI �� z H w ~ U X 13. PALM TREE �o�o Cn I 10°� BALLASTED SOLAR PANEL ARRAY. ROUTED FROM ROOF O I I 400 FT3WATER a� a�-� TO GARAGE CONCEALED ON INTERIOR OF H ME. DESIGNI Of PROVIDED BY SOLAR PANEL PROVIDER. RETENTION AREA I �Q (I I I' 21'-18" Z ° — I I it REAR SET -BACK -- ----- - - - - ---------------a------ � — — — — — — — — — li( [] L----------------------- ------ --- ----------------I [if I i 14. ORANGE I - - DOWNSPOUT INTO GROUND it TREE AND DIRECTED TO BACK OF U 2 PROVIDE SILT FENCE AROUND PROPEJRTY N 43'-11" WITH THE EXCEPTION OF THE DUMPSTER ENTRY E 95'-9" — — — - /---- ----- --= --------------- -- --------------- -- i I 2 I 4. PALM TREE I I 1/4" / 12" 27' 3" I FRONT SET BACK I [ ] 3. PALM TREE I 5. PALM TREE X 2. PALM TREE 7 — II �A LU BURT LP T K 2 I I (F NT OF HOME) I TEMPORARY CONSTRUCTION DUMPSTER LOCATION. p I � ;I _0 I I � I I � I I I 0 Q N Q J - 17. OAK TREE FROM APPROVED SHADE TREE LIST 1 ,� II PORTABLE I; m 0 ; TOILET SITE I DRAIN TO PLAZA ROAD - ' LOCATION o w - -- cn w_ I I 0 SWALE AREA TO RUN THE LENGTH OF THE LOT CO -71 - II ------- L_— --------- — -- — -------- --- -- — — JF-- F----- - L BAMBOO- _ - - - - J -----------------_---- U-7" 15. PALM TREE E -34-5 16. OAK TREE - 1 1 PROPERTY LINE FROM APPROVED PROVIDE SILT FENCE AROUND PROPE TY _ SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPST R ENTRY F- O- - 0 3' 6' 12' ��1 SITE PLAN Z SCALE: 3/16 1-0 '— 3/16" = 1'-0" - 6' TALL GATE L-----� �I � I -- — -- -- ---- — -- -- BUSHES [ ] ------ ------------ -- 1. PALM TREE---- — — — — — N -6'-3" 7 POWER TO HOME FROM POWER POLE - TO BE RAN UNDERGROUND ISSUED FOR PERMI T AND CONSTRICTION 10.27.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS BY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILL REQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING INSPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION: SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 1 2014 NATIONAL ELECTRICAL CODE 294A-ELORIDaA.FIRE,PfiEVENPOAI CODS OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS: LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 1,944 SF 2ND FL. AC SPACE: 2.092 SF TOTAL AC SPACE: 4,036 SF IMPERMIABLE SURFACES EXISTING 2,484 SF POST CONST. BUILDING FOOTPRINT 2,651 SF PAVERS (1038 SF X 50% CREDIT): 519 SF AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES A 201 POST CONSTRUCTION: 3,250 SF TOTAL IMPERMIABLE LOT COVERAGE: 49.8% DELTA VOLUME CALCULATIONS: PRE V= (0.6 * 2,484 * 9.3) / 12 = 1,155 FT3 POST V= (0.6 * 3250 * 9.3) / 12= 1,512 FT3 DIFFERENCE TO BE RETAINED ON SITE: 357 FT3 L SHEET LIST SHEET NUMBER SHEET NAME A 100 TITLE SHEET A 101 GENERAL NOTES A 102 GENERAL NOTES A 103 FLASHING DETAILS A 104 FLASHING DETAILS A 200 FIRST FLOOR PLAN A 201 2ND FLOOR PLAN A 202 ROOF PLAN A 203 SCHEDULES A 300 ELEVATIONS A 301 ELEVATIONS A 400 SECTIONS A 401 SECTIONS A 402 SECTION DETAILS A 403 SECTION DETAILS E 200 FIRST FLOOR ELECTRICAL E 201 2nd FLOOR RCP - ELECTRICAL I Total: 17 MARK MAO ARCH ITECT INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info(cD.MaccoArchitects.com PH: 904.249 -ARCH (2724) www.M/kCCOARCHITECTS.com �F FCrj MARK W. MACCO V 0 AR96004 �Q- ,��D ASG C L av� MARK MACCO, AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 2 Revision 2 10/27/17 MERRIAM RESIDENCE TITLE SHEET Project Number #### Date 10.27.2017 Drawn By EN Checked By MW M Al 0 Scale As indicated I Cash Register Receipt Receipt Number 5, City of Atlantic Beach R4270 DESCRIPTION ACCOUNT QTY I PAID PermitTRAK $55.00 RES17-0079 Address: 362 PLAZA APN: 169972 0005 $55.00 MASONRY COLUMNS 02/14/2018 DA $55.00 MASONRY COLUMNS 02/14/2018 DA 45500003221002 0 $55.00 TOTAL FEES PAID BY RECEIPT: R4270 $55.00 Date Paid:Thursday, February 15, 2018 Paid By: CBI CONSTRUCTION, INC. Cashier: BA Pay Method: CREDIT CARD 7 Printed:Thursday, February 15,2018 4:39 PM 1 of 1 lig% CITY OF ATLANTIC BEACH r `fit JAN 2 6 2018 800 Seminole Road Atlantic Beach, Florida 32233 UP REVISION REQUEST / CORRECTIONS TO PLAN REVIEW COMMENTS Date % -17 �� Revision to Issued Permit_ Corrections to Comments_ Permit # �� / �✓ �� / Project Address Contractor / ContactName-2�i-/ Phone -q0 `7 / '" F�/ Description of Proposed Revision / Corrections: Permit Fee Due $d •�� ctoGL S T Additional Increase in Building Value $ Additional S.F. affirm the Revision is inclusive of the proposed changes. By signing below, Iname Date Signature of Contractor/Agent (Contractor must sign if increase in valuation) (Office Use Only) Approved Denied Not Applicable to Department _ Revision/Plan Review Comments_'► �- _ s $' Owning Review' Required: ,M Revi ed By Tree Administrator Public Works 2 - Public Public Utilities Date Public Safety Fire Services PARTIAL FLAMING PLAN ;$ r. �. .01 .. J 1 F3.5 — 51.01 i� 51.01 1 F3.5 4si. S1:01 011 PARTIAL FLAMING PLAN Immo • a, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 17-033414 - MiTek USA, Inc. Site Information: 66T904 Parke East Blvd. Customer Info: CBI CONSTRUCTION Project Name: MERRIAM RESIDENCE Model:FL 33610-4115 Lot/Block: Subdivision: Address: 362 PLAZA ROAD City: ATLANTIC BEACH State: FL Name Address and License# of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 93 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 T12285648 A01 10/18/17 118 T12285665 A17 10/18/17 2 T12285649 A02 10/18/17 119 T12285666 CO1 10/18/17 3 T12285650 A04 10/18/17 ,20 T12285667 D01 10/18/17 4 T12285651 AO4B _ 10/18/17 21 T12285668 F01 10/18/17 5 T12285652 A05 10/18/17 122 T12285669 FO1BG 10/18/17 6 T12285653 AO5A 10/18/17 23 T12285670 FOIE 10/18/17 7 T12285654 A06 10/18/17 24 T12285671 F02 10/18/17 8 _ T12285655 A07 10/18/17 25 T12285672 FO2E 10/18/17 9 _ T12285656 A09 10/18/17 ''26 T12285673 FO2G 10/18/17 10 T12285657 A10 10/18/17 127 T12285674 F03 10/18/17 11 T12285658 A1OA _ 10/18/17 28 T12285675 FOSE 10/18/17 12 T12285659 All 10/18/17 29 T12285676 FO3G 10/18/17 13 T12285660 Al2 10/18/17 130 T12285677 F04 10/18/17 14 T12285661 A13 10/18/17 31 T12285678 FO4G 10/18/17 15 T12285662 A14 10/18/17 132 _ T12285679 F05 10/18/17 16 T12285663 A15 10/18/17 33 T12285680 FO5G 10/18/17 17 T12285664 A16 10/18/17 134 T12285681 F06 10/18/17 The truss drawing(s)referenced above have been prepared by ,Not 0.01N� V�,<, �� MiTek USA, Inc. under my direct supervision based on the parameters •• 0P•.........*. . 46' 'ice provided by TrussMart Building Compts, LLC. ` �.•\ C E N gF..• . • Truss Design Engineer's Name: Velez, Joaquin No 68182 My license renewal date for the state of Florida is February 28,2019. * * IMPORTANT NOTE:The seal on these truss component designs is a certification 7.: that the engineer named is licensed in the jurisdiction(s)identified and that the . STATE OF ."�: designs comply with ANSI/TPI 1. These designs are based upon parameters '•• j O•p '? shown(e.g.,loads,supports,dimensions,shapes and design codes),which were '. •• O R 1 0 given to MiTek. Any project specific information included is for MiTek's customers /et`S61 •"" ' s' file reference purpose only,and was not taken into account in the preparation of 1/I N A' these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA.Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 18,2017 Velez,Joaquin 1 of 2 • RE: 17-033414 - Site Information: Customer Info: CBI CONSTRUCTION Project Name: MERRIAM RESIDENCE Model: Lot/Block: Subdivision: Address: 362 PLAZA ROAD City: ATLANTIC BEACH State: FL No. Seal# Truss NameDate No. Seai# Truss Name Date 35 1112285682 FO6G 110/18 /17 78 T12285725 F39 10/18/17 36 1112285683 F07 110/18/17 79 T12285726 F40 10/18/17 1 37 1712285684 1 F07G 10/18/17 80 T12285727 i F1023 10/18/17 1 38 1T12285685 F08 10/18/17 81 1112285728 HB01 _ 10/18/17 39 T12285686 1 F08G 10/18/17 82 _ T12285729 HBO2 10/18/17 1 40 T12285687 F09 10/18/17 83 T12285730 IRO1 10/18/171 41 112285688 'F10 10/18/17 84 T12285731 1R02 10/18/17 1 42 T12285689 F10G 10/18/17 85 T12285732 J02 10/18/17 43 T1228569.0 F11 110/18/17 86 T12285733 JO2A 10/18/17 1 44 T12285691 ;F12 110/18/17 87 112285734 J05 10/18/17 1 45 T12285692 F12G 110/18/17 88 T12285735 JO5A 10/18/17 1 46 T12285693 F13 110/18/17 89 T12285736 JO5B 10/18/17 47 T12285694 F13G 110/18/17 90 T12285737 JO5C 10/18/17 1 48 T12285695 F14 '10/18/17 91 T12285738 J08 10/18/17 1 149 1112285696 F14G 10/18/17192 T12285739 1J15 110/18/17 I 150 T12285697 F15 10/18/17 93 IT12285740 1J15A _ 10/18/17 151 T12285698 F15G 10/18/17 152 T12285699 F16 10/18/17 153 T12285700 F16G 110/18/17 ��O^J �^J I��O 54 T12285701 F17 110/18/17 55 T12285702 F17G 10/18/17 56 T12285703 F18 10/18/17 57 ;T12285704 F19 10/18/17 _. 58 'T12285705 F20 10/18/17 L1-9,\"- :8404 N 0 :Ag f 59 T12285706 F21 10/18/17 a400i4uop 8144 Aq pa!!!4uap! 660 T12285707 F22 10/18/17 161 T12285708 F23 10/18/17 A110813 seBuoyo Jew°puo!owwgns 0U1 uo sabuoLp popub!sap 62 712285709 F243 10/18/17 Apo'woe wit uo!ss!wgns-ai 4o MJA a8 J•4ueuodwoo D Si wa41 163 T12285709 F25 10/18/17 e4!143NM 40 A!gwasso antue an 40 Navel o apnpu!lou!pus well ou4peds oto M81Aed '0415 0444 40 pato!8lioo puo peuJ!4uo3 64 T12285711 F26 10/18/17 1 eq 04 SU0ISU6wlp 101 eiq!suodse4 s1104304000 0441 1043014)0 65 T12285712 F27 10/18/17 1 0144 40 Appq!suodsai a!os eta 0)0 y3!yM 4o po'suounooaJd 66 T12285713 F28 10/18/17 1 kelps uo!4oru4suoo JO sepou 104440(44M)il0M 844140 uo!4ou!p oo3 67 712285714 F29 10/18/17 1 •spoy4ew to suoew uoponl4suo3'sesseoold uo400ugo4 'sa6no6 68 712285715 F29A '10/18/17 I Jo s4446!aM'suo!suaw!p•se41 puonb 's!!o4ep 4o sseue4e!dwoo 69 T12285716 F30 10/18/17 to A3o1r1000 8444 104 peiidw!st ionolddo ON •s4uewnoop 430/4003 70 T12285717 F31 10/18/17 0144 u!pessaldxe uo!4owloju!6444 pub 4d93uo3!Asap a444 y41M 71 T12285718 'F32 10/18/17 03UOWIOJuo3 104 6unpa44o 40 esodind p01w!!an 104 s!M0!A6J 72 712285719 F33 10/18/17 111N8f1S321'8 3SIA3d 0 S)IdWl3?1 33S- 0310313 ❑ 73 T12285720 F34 10/18/17 0310N SNOI103212100 3)NV4 0 N3)IV1 NOI1d30X3 00 111 74 ,T12285721 F35 110/18/17 , 75 1T12285722 F36 110/18/17 1 sJaaui6u3 (OJnpruis 6uijinsuoj 176 1T12285723 F37 110/18/17 1 'DUI 'SeJoIDOSSy '8 069.uod not 177 1712285724 F38 110/18/171 2 of 2 • Job (Truss iTruss Type Qty Ply T12285648 r 17-033414 1A01 Korman 11 I 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:12 2017 Page 1 I D:?Z4nklBfgN DsEgl_NGOhlOygyPQ-I Gsp47q RhIQYwQYXsJSdA0z2lSuity?8VQW8?QySX_v 1 2.4-12 + 7-11-3 i 13-5-9 I 19-0-0 I 24-9-1 I 30-6-3 i 36-3-4 1 38-0-0 1 2-4-12 5-6-7 5-6-7 5-6-7 5-9-1 5-9-1 5-9-1 1.8.12 Scale:3/16'=1' 0.25 12 6x8 I! 5x6 5x8 = 4x8 = 4x8 = 4x5 = 4x5 =4x8 = 3x8= 4x12 = 5x6 = 1 2 23 3 4 24 5 6 7 25 8 9 26 10 11 - M! - t1 r:,_ 1n - "mmer — kA rma 22 2120 19 18 17 18 15 14 13 12 2x4 H 3x4 = 3x6 = 5x8 = 4x8= 3x8 5x12 MT2OHS= 3x8 = 4x12 = 3x4 =2x4 H 38-0-0 � 2-2.0 2-112 7-11.3 I 13.5-9 I 190-0 I 24-91 I 30-6-3 I 35-3-4 2.2-0 0.2.12 5-6-7 5-6-7 5-6-7 5-9-1 5-91 5-9-1 0-i-2 1-6-0 Plate Offsets(X,V)— [2:0-3-8,0-2-8],[3:0-2-12,0-2-0],[4:0-4-0,Edge],[8:0-4-0,Edge],[9:0-3-8,0-1-8],[10:0-3-8,0-2-0],[14:0-3-8,0-2-0],[15:0-3-8,0-1-8],[18:0-2-4,0-1-12], [19:0-3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (hoc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 1 TC 0.89 Vert(LL) -0.74 17 >547 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -1.14 15-17 >356 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.97 I Horz(TL) 0.13 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 1 Matrix-S Weight:403 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2"Except' TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, 1-4,8-11:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 20-22:2x4 SP No.2 6-0-0 oc bracing:21-22,12-13. WEBS 2x4 SP No.3`Except* 2-19,7-17,9-15,10-14:2x4 SP No.1 REACTIONS. (lb/size) 21=1538/0-5-8,13=1479/0-5-8 Max Horz 21=-94(LC 10) Max Uplift 21=-556(LC 12),13=-502(LC 9) Max Gray 21=2954(LC 18),13=2841(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. OFFICE C0PY TOP CHORD 2-3=-6383/1185,3-5=-9904/1886,5-6=-10863/2056,6-7=-10864/2055,7-9=-10160/1945, 9-10=-6673/1269,10-11=-265/69 BOT CHORD 18-19=-1223/6389,17-18=-1916/9912,15-17=-1962/10157,14-15=-1276/6657, 13-14=-36/255 WEBS 2-21=-2849/661,2-19=-1283/6578,3-19=-1907/467,3-18=-754/3742,5-18=-1101/307, 5-17=-215/1196,6-17=-440/164,7-17=-184/948,7-15=-1026/292,9-15=-722/3689, 9-14=-1870/458,10-14=-1302/6703,10-13=-2882/678,11-13=-61/398 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 lb uplift at joint 21 and 502 lb uplift n nue on page 7 __ I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 e Job Truss 'Truss Type Qty Ply T12285648 17-033414 A01 Common 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 1711:18:13 2017 Page 2 ID:7Z4nklBfgNDsEgl_NGOhIOygyPQ-DTQBISr3R3YPYa7)P1 zsiDWDVsExcMFlk4fmXsySX_u LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-60,6-11=-60,12-22=-20 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10A03Y1015 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. l Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 'Job a 'Truss 'Truss Type ioty IPIy —_ T12285649 a 17-033414IA02 'Common 3 I ; 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:14 2017 Page 1 ID:?Z4nkIBfgNDsEg1_NGOhlOygyPQ-hf ZVoshCNgGA]IvzkU5FR3PrFZBLmRzkPE4IySX_t I 6-6-5 I 12-9-3 I 19-0-0 I 25-2-13 I 31-5-11 I 38-0-0 I 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1' 0.25 rii 4x5 = 6x8 4x5 = 4x8 = 4x8 = 5x6 =- 5x6 5x6 = 4x12 = 4x12 = 1 19 2 3 4 5 6 7 8 20 9 ® IP* - t1in -Es'� wo h MO FI b+ 18 14 10 17 16 15 13 12 11 2x4 H 5x6 = 5x6 = 3x8 = 3x8= 5x12 MT2OHS= 3x8 = 5x6 =2x4 1-8-12 38-0-0 1150 I 10-4-8 _ 19.0-0 I 27-7-10 i 3634 3816-0 1.6-0 8-7-10 8-7-10 8-7-10 6-7-10 0.2.42 0-2-12 1-6-0 Plate Offsets(X,Y)-- [3:0-4-0.Edge],17:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 i Vert(LL) -0.69 14 >601 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.82 1 Vert(TL) -1.07 14-15 >388 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.88 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:384 lb FT=20% • LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31*Except" TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, 1-3,7-9:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 16-18:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS WEBS 1 Row at midpt 2-17,8-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1508/0-5-8,11=1508/0-5-8 Max Horz 17=-94(LC 10) Max Uplift 17=-523(LC 12),11=-507(LC 9) Max Gray 17=2897(LC 18),11=2897(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-8797/1629,4-5=-11405/2158,5-6=-11405/2158,6-8=-8796/1631 BOT CHORD 15-17=-1255/6043,14-15=-2053/10303,12-14=-2032/10285,11-12=-1227/6027 WEBS 1-17=-433/300,2-17=-6586/1443,2-15=456/3074,5-14=487/185,6-14=-200/1358, 6-12=-1917/503,8-12=-455/3066,8-11=-6582/1443,9-11=-422/299,4-15=-1919/504, 4-14=-201/1356 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 523 lb uplift at joint 17 and 507 lb uplift at joint 11. LOAD CASE(S) Standard 4.WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I.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 mu" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss !Truss Type Qty !Ply T12285649 17-033414 A02 Common 3 2 Job Reference(optional' BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:14 2017 Page 2 ID:?Z4nkIBfg N DsEgl_NGOhlOygyPQ-hf_ZVoshCNgGAjivzkU5FR3PrFZBLmRzkPE4IySX_t LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-60,5-9=-60,10-18=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job • Truss Truss Type Qty 'Ply T12285650 a 17-033414 1A04 Common 13 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:15 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhIOygyPQ-9rYyi8sJzgo6ntH6XS?KoebbSft74GBbBO8ockySX_s 6.6-5i 12-9-3 19-0-0 — 25-2-13 31-5-11 38-0-0 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1' 0.25 iii 4x5 = 4x5 = 2x4 ! 4x8 = 6x8 II 4x8 = 5x6 = 4x12 = 3x8 = 5x8 = 1 2 18 3 4 5 6 7 8 9 19 10 .....; ; .:, Z .... ..... ,,,,,, 404iiiiimilm......_:1 iiii ____ __ 17 16 15 14 11 13 12 2x4 114x12 = 2x4 10x20 MT2OHS 4x5 = 5x12 MT2OHS= 4x8 = 11-6-0I 9-7-12 19-0-0 27-7-10i 36-3-4 38-0-00 1-6-0 8-1-12 9-4-4 8-7-10 8-7-10 1-8-1.2___ Plate Offsets(X.Y)— [4:0-4-0 Edge],_18:0-4-0,Edge].[13:0-5-0.0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.80 13-14 >545 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(TL) -1.2413-14 >352 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 1 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:388 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31'Except* TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, 1-4,8-10:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-17:2x4 SP 2400F 2.0E or 2x4 SP SS WEBS 1 Row at midpt 3-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=1446/0-5-8,16=1571/0-5-8 Max Horz 16=94(LC 11) Max Uplift 11=-448(LC 12),16=-539(LC 12) Max Gray 11=2777(LC 17),16=3016(LC 18) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-8922/1667,5-6=-12552/2406,6-7=-12551/2405,7-9=-10530/1995,9-10=-2370/430, 10-11=-2788/525 BOT CHORD 15-16=-1313/6382,14-15=-2261/11164,13-14=-2378/11849,12-13=-1678/8044 WEBS 3-16=-6578/1359,3-15=-454/2968,6-14=-441/175,7-14=-153/991,7-13=-1685/447, 9-13=-387/2753,9-12=-6106/1342,10-12=-501/3178,5-15=-2624/667,5-14=-232/1652, 2-16=-708/237,1-16=0/340 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 448 lb uplift at joint 11 and 539 lb uplift at joint 16. LOAD CASE(S) Standard a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss 1Truss Type Qty Ply T12285650 17-033414 A04 Common 3 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:15 2017 Page 2 ID:?Z4NdBfgNDsEgl_NGOhIOygyPQ-9rYyi8sJzgo6ntH6XS?KoebbSft74 G B bB O8ockySX_s LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-60,6-10=-60,11-17=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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,not1111111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I Job Truss Truss Type Qty Ply T12285651 17-033414 AO4B Common 1 2 I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:16 2017 Page 1 ID:7Z4nkIBfgNDsEgl_NGOhIOygyPQ-d25KwUtxk_wzP 1 s159WZKs8m53D4pjhkQ2uL8BySX_r I 6-6-5 I 12-9-3 I 19-0-0 25-2-13 31-5-11 I 38-0-0 I 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16'=1' 0.25 12 4 2x4 II 4x8 = 6x8 II 4x8 = 5x8 = r 6 = 4x12 = 3x8 = 2x4 1 2 20 3 4 5 6 7 8 9 21 10 11 t\ !1 Mr ___ / 11 144� 19 18 17 16 15 14 13 12 2x4 I 15x8 4x5= 8x12 MT2OHS= 5x12 MT2OHS = 5x8 =4x5 = 2x4 II 38-0-0 11$0 I 9-7-12 - 19-0-0 27-7-10 36-3-4 37-6-0;_I 1-8-0 8-1-12 9-4-4 8-7-10 8-7-10 1-2-12 0-6-0 Plate Offsets(X,Y)— [4:0-4-0,Edgel.[8:0-4-0.Edge],[15:0-5.4,0-3-4] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.75 16 >567 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.92 Vert(TL) -1.1716-17 >364 180 MT2OHS 187/143 BCLL 0.0 " Rep Stress Incr NO WB 0.99 Horz(TL) 0.23 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:395 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400E 2.0E or 2x6 SP DSS or 2x6 SP M 31*Except" TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, 14,8-11:2x4 SP 2400F 2.0E or 2x4 SP OSS or 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS`Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-15:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS WEBS 1 Row at midpt 3-18 15-16:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1544/0-5-8,13=1473/0-5-8 Max Horz 18=94(LC 11) Max Uplift 18=-531(LC 12),13=-464(LC 9) Max Gray 18=2964(LC 18),13=2829(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-8706/1621,5-6=-12098/2308,6-7=-12097/2308,7-9=-9830/1857,9-10=-1544/280, 11-12=-206/630 BOT CHORD 17-18=-1284/6246,16-17=-2198/10868,15-16=-2260/11272,14-15=-1472/7129, 13-14=-120/357,12-13=-120/357 WEBS 3-18=-6437/1331,3-17=-435/2875,6-16=433/172,7-16=-163/1101,7-15=-1845/488, 9-15=-449/2990,9-14=-6012/1286,10-14=-325/2485,5-17=-2531/649,5-16=-205/1495, 2-18=-704/236,1-18=0/335,10.13=-2423/420,10-12=-1016/282 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 531 lb uplift at joint 18 and 464 lb uplift at joint 13. LO Cr-A�S�ECL�S¢ Cfan�c{la�r�d� �m �NRRrums-)Vamyvesrgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" 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.see ANSI/7PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss • Truss Type Qty Ply e T12285651 17-033414 AO4B Common 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:16 2017 Page 2 ID:7Z4nklBfgNDsEgl_NGOhlOygyPQ-d25KwUtxk_wzP1 s159WZKs8m53D4pjhkQ2uL8BySX_r LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Of) Vert:1-6=-60,6-11=-60,12-19=-20 .1111.M. A N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/D.11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job a 'Truss Truss Type Qty iPly T12285652 17-033414 A05 Common 2 1 2 ,Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:17 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhIOygyPQ-5Efi7quZVl2q 1 BRUes2ot3hv6TaFYFFtfldvgdySX_q I 6-6-5 I 12-9-3 I 19-0-0 I25-2-13 l 31-5-11 I 38-0-0 I 646-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16'=1' 0.25 12 4x5 = 4x5 = 6x8 II 5x8 = 4x12 = 4x8 = 4x8 = 4x12 = 5x6 = 20 2 3 4 5 6 7 8 21 9 MK IR Mir �� .y as :. �..� ,- 7 2 ` _ - o N $d' - - ,--j, �i r� e I \F91$ N 19 78 1716 15 14 13 12 71 10 2x4 5x12 MT2OHS 5x6 = 10x20 MT20HS = 5x6 = 2x4 II 2x4 4x8 = 2x4 I I 4x8 = 0-8-12 OI&Q 6-6-5 l 12-9-3 190.0 i -_ 252-13 j 31311 _ 37$0 3I-o-p 0.68' 5-9-9 6-2-13 62-13 6-2-13 52-13 6-0.5 0-6-0 0-2-12 Plate Offsets(X,Y)-- [2:0-6-0.0-1-12].[3:0-4-0.Ednel.17:0-4-0,Edcte],[8.0-6-0.0-1-12] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.88 14 >499 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(TL) -1.3513-14 >325 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S I Weight:398 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, 1-3.7-9:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31'Except* BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. 10-14:2x4 SP 2400F 2.0E or 2x4 SP SS WEBS 1 Row at midpt 8-11,2-18 WEBS 2x4 SP No.3*Except' 2-15,4-14.6-14,8-13,8-11.2-18:2x4 SP No.1 REACTIONS. (lb/size) 11=1508/0-5-8,18=1508/0-5-8 Max Horz 18=94(LC 11) Max Uplift 11=-468(LC 12),18=-488(LC 12) Max Gray 11=2896(LC 17),18=2896(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-291/0,2-4=-11737/2299,4-5=-12824/2493,5-6=-12824/2493,6-8=-11737/2300, 9-10=-282/0 BOT CHORD 17-18=-1539/7609,15-17=-1539/7609,14-15=-2331/11742,13-14=-2318/11730, 12-13=1524/7587,11-12=1524/7587 WEBS 2-15=-827/4322,4-15=-1107/311,4-14=-275/1354,5-14=-522/191,6-14=-274/1355, 6-13=-1106/311,8-13=-828/4323,8-11=-7820/1580,2-18=-7819/1581 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 468 lb uplift at joint 11 and 488 lb uplift at joint 18. LOAD CASE(S) Standard IIIIIIIIIIIIIIIIIMIMINIMMIII ... ......... ffisiminall A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7173 rev.10/03/2015 BEFORE USE. M Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 a Job Truss Truss Type Qty Ply T12285652 17-033414 A05 Common 2 _ Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:18 2017 Page 2 ID:7Z4nklBfgNDsEgl_NGOhIOygyPQ-aQD4LAvCGbAheLOgCaZ1 PHD4stvUHiV1tMNSD3ySX_p LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-60,5-9=-60,10-19=-20 �� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Q.11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job a Truss Truss Type Qty Ply T12285653 " 17-033414 AO5A Common 1 _ Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:19 2017 Page 1 ID:7Z4nkIBigNDsEgI_NGOhlOygyPQ-2dnSYWvq 1 vIYGVbbnH4GyUmHhGKg05oA60671WySX_o 6-6-5 12-9-3 19-0-0 25-2-13I 31-5-11 I 38-0-0 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1' THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 0.25 12 4x5= 5x6 — 4x8 = 6x8 4x8 = 3x4 II 354 I! 3x4 = 3x4 = 1 18 2 3 4 5 6 7 8 19 9 a� fa,t �� 11 17 10 16 15 14 13 12 11 3x6 = 3x6 = 3x4 = 3x6 = 4x12 = 3x4 = 3x6= 3x4 = 016 p 6-11-15 13-8-5 20-4-12 I 29-0-10 37-6-0 3l 0(0 0-6b 6-5-15 6-8-7 6-8-7 8-7-14 8-5-6 0-6-0 Plate Offsets(X,Y)— [3:0-4-0.Edge],15:0-2-12.0-3-121.[7:0-4-0,Edge] _ LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.12 14-16 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.15 BC 0.54 Vert(TL) -0.19 14-16 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.90 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:383 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3,7-9:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=625/0-5-8,10=484/0-5-8,13=1907/0-3-8 Max Horz 17=-94(LC 10) Max Uplift 17=-234(LC 8),10=-188(LC 9),13=-592(LC 12) Max Gray 17=1220(LC 23),10=968(LC 24),13=3666(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-399/148,2-4=-2753/545,4-5=-1345/288,5-6=-789/3592,6-8=-1388/218, 9-10=-394/146 BOT CHORD 16-17=-576/2769,14-16=-368/1873,13-14=-2114/443,11-13=-462/327,10-11=444/1874 WEBS 2-17=-2701/565,4-16=-180/1012,4-14=-1250/351,5-14=-668/3480,5-13=-2585/610, 6-13=-3745/854,6-11=-150/1376,8-11=-726/307,8-10=-1770/421 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 234 lb uplift at joint 17,188 lb uplift at joint 10 and 592 lb uplift at joint 13. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 m. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 161 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285653 17-033414 AO5A Common 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:19 2017 Page 2 I D?Z4nkIBigNDsEgl_NGOhIOygyPQ-2dnSYWvq 1 vIYGVbtmH4GyUmHhGKg05oA606?I WySX_o LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-5=-60,5-9=-60,10-17=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7179 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 MiTe 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.see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss iTruss Type Qty Ply T12285654 17-033414 A06 Common 1 i Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:20 2017 Page 1 I D:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-W pLrmswSoDQPue93K?bV VIJOagb4IYXKLgsZHyySX_n I 6-6-5 I 12-9-3 I19-0-0 I 25-2-13 1 31-5-11 38-0-0 I 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1' 0.25 52 4x5 = 6x8 H 4x5 = 4x5 I 4x12 = 4x8 = 4x8 = 4x12 = 5x6 1 16 2 3 4 5 6 7 8 17 9 III• IFI•' Q -' \\ • — 4 N N :in_. - - --- _ _ _ _— -.. gl.. d15 N 5x8= 14 13 12 11 10 5x12 MT2OHS 8x12 MT2OHS 4x5= 3x8 = 2x4 38-0-0 9-7-12 19-0-0 _ 28h4 36-46 �7-6-6 0-6- 9-1-12 9-4-4 9-4-4 8-0-2 1-2-0' 0-5-10 Plate Offsets(X.Y)-- [3:0-4-0.Edge].[7:0-4-0.Edge],[14:0_-5-12,0-3-4] LOADING (psf) I SPACING- 2-0-0 , CSI. DEFL. in floc) I/de8 L/d PLATES GRIP TCLL 20.0 j Plate Grip DOL 1.15 TC 0.96 Vert(LL) -1.10 13-14 >394 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -1.61 13-14 >268 180 i MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.87 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S I Weight:382 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3,7-9:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS*Except* WEBS 1 Row at midpt 2-15,8-11 10-13:2x4 SP 2400F 2.0E or 2x4 SP SS 13-14:2x4 SP 2400F 2.0E or 2x4 SP OSS or 2x4 SP M 31 WEBS 2x4 SP No.3*Except* 2-15:2x4 SP No.1 REACTIONS. (lb/size) 15=1440/0-5-8,11=1577/1-5-8,11=1577/1-5-8 Max Horz 15=-94(LC 10) Max Uplift 15=-447(LC 12),11=-489(LC 12) Max Gray 15=3135(LC 18),11=3433(LC 17),11=1577(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=493/152,1-2=-301/73,2-4=-11408/1895,4-5=-14094/2398,5-6=-14094/2399, 6-8=-9946/1671 BOT CHORD 14-15=-1668/9071,13-14=-2386/13413,12-13=-2213/12444,11-12=-1300/7116 WEBS 2-15=-9139/1679,2-14=-299/2727,4-14=-2347/540,4-13=-140/990,5-13=-509/175, 6-13=-238/1896,6-12=-2938/638,8-12=-426/3273,8-11=-7838/1477,9-11=-544/227 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 lb uplift at joint 15 and 489 lb uplift at joint 11. LOAD CASE(S) Standard M WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply j T12285654 17-033414 A06 Common 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:20 2017 Page 2 I D:?Z4nkIBfgNDsEgl_NGOhlOygyPQ-W p L rmswSo DQ Pue93 K?b W iJ Oag b4IYXKLgsZHyyS X_n LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil:1-5=-60,5-9=-60,10-15=-20 1 �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 MiTe 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss 'Truss Type Qty Ply 112285655 17-033414 A07 Common Structural Gable 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:21 2017 Page 1 ID:TZ4nldBfgNDsEgI_NGOhIOygyPQ-_?vDzCx4ZW YGVokFti6k1 vrcA4y9U?lTaKb6gOySX_m I 6-6-5 I 12-9-3 1 19-0-0 I 25-2-13 I 31-5-11 f 38-0-0 —I 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1' 0.25 12 4x8 = 4x5= 4x8 = 6x8 II 4x8 = 4x12= 4x8 = 19 2 3 4 5 6 7 20 8 5x9 N �- �� QQ IiiiE 18 2x4 II 17 16 15 14 13 12 11 10 II 5x6 = 5x6 = 3x6 = 4x8 = 5x12 MT2OHS= 4x8 = 5x6=2x4 1-8-0 38-0-0 Mg -Q__ 1 9-3-7 18.36 273-5 I 36-3 36r.0 o -A 7-7-7 s 11-is a 11-is 8-11-15 02-tiz 1-2-0 _ 1-8-0 Plate Offsets X.V)- [1;0-3-0,0-3-8119:0-3-0.0-3-81 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.78Vert(LL) -0.69 12-14 >598 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.79 ' Vert(TL) -1.10 12-14 >376 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Ina NO WB 0.87 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:424 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* except end verticals. 16-18:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11.2-17 REACTIONS. (lb/size) 11=1505/0-5-8,17=1512/1-5-8,17=1512/1-5-8 Max Horz 17=-89(LC 10) Max Uplift 11=-507(LC 9),17=-469(LC 12) Max Gray 11=2791(LC 17),17=2806(LC 18),17=1512(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7944/1545,3-5=-10845/2122,5-6=-10960/2180,6-7=-8936/1713 BOT CHORD 15-17=-1293/5939,14-15=-2106/10050,12-14=-2085/10192,11-12=-1280/6040 WEBS 2-15=-339/2392,3-15=-2401/609,3-14=-114/1041,5-14=-320/163,6-14=-185/1046, 6-12=-1653/473,7-12=-478/3132,7-11=-6576/1516,9-11=-411/309,1-17=-484/226, 2-17=-6540/1453 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 507 lb uplift at joint 11 and 469 lb uplift at joint 17. LOAD CASE(S) Standard MIMI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe 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,see ANSI/TP11 Quality Criteria,05B-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285655 17-033414 A07 Common Structural Gable 2 Job Reference(optional) • BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:21 2017 Page 2 I D:?Z4nklBfgNDsEq IN GOhI OygyPQ-_?vDzCx4ZWYGVokFti6k 1 vrcA4y9U?ITaKb6q OySX_m LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-60,5-9=-60,10-18=-20 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSI/TPM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty Ply 712285656 17-033414 A09 Common Girder 1 BMC, EAST COMPONENTS I 2 !Job Reference(optional) 8 130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:22 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-SCTbAXyiKgg77yJSRQdza70sUUHVDRVco_LfMgySX l I 4-11-10 I 9-7-12 I 14-3-14 I -_ 19-0-0 23-8-2 I 28-4-4 I 33-0-6 I 38-0-0 I 4-11-10 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-11-10 Scale:3/16"=1' 0.25 5-2- 4x8 = 6x8 II 8x8 = 5x6 = 5x6 = 4x8 = 2x4 II 1 25 2 3 4 26 5 6 7 27 8 9 28 10 w ". m 6: 11 12 C ra / ,!� ' I-1 i r: :I. I [7 Ici 24 23 22 21 20 19 18 17 16 15 14 13 2x4 II5x6=5x12 MT2OHS 5x12 MT2OHS= 5x6= 12-2-0 2112 7-5-5 I 12-5-13 I 17-6-6 I 22-6.14 27-7-7 32-7-15 1 36-4-0 138-0-0 1 2-2-0 0--12 5-0-9 5-0-9 5-0-9 5-0-9 5-0-9 _ 5-0-9 3-8-1 1-8-0 , I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.66 18-19 >615 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -1.01 18-19 >402 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.90 Horz(TL) 0.19 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 1 Matrix-S Weight:436 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 SP SS except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=1534/0-5-8,14=1482/0-3-8 Max Horz 23=89(LC 11) Max Uplift 23=-555(LC 12),14=-506(LC 9) Max Gray 23=2947(LC 18),14=2848(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6104/1077,3-5=-9536/1757,5-6=-10735/1992,6-7=-10659/1994,7-8=-8864/1660, 8-9=4652/864 BOT CHORD 22-23=-703/3377,20-22=-1538/7806,19-20=-1992/10127,18-19=-2068/10637, 16-18=-2027/10382,15-16=-1619/8349,14-15=-803/4213 WEBS 1-23=-227/265,2-23=-4184/998,2-22=-501/3404,3-22=-2208/561,3-20=-306/2134, 5-20=-849/311,5-19=-62/879,6-19=-168/322,6-18=-297/261,7-18=-22/690, 7-16=-1700/403,8-16=-123/1466,8-15=4040/827,9-15=-266/2128,9-14=4651/919, 11-14=-262/203 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x5 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 555 lb uplift at joint 23 and 506 lb uplift at joint 14. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NliWek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,0SB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285656 17-033414 A09 Common Girder 1 Job Reference(o tp jgnal) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:22 2017 Page 2 I D:?Z4nklBfgNDsEgl_NGOhlOygyPQ-SCTbAXyiKgg77yJSRQdza7OsUUHVDRVco_LfMcwSX_I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-60,6-12=-60,13-24=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285657 17-033414 A10 Common Structural Gable 1 Job Reference(notional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:24 2017 Page 1 ID:7Z4nkIBfgNDsEg1_NGOhlOygyPQOaaLbDzysRxrMGTgZrgRMGSHIkhS9vGlgmQjySXJ 4-11-10 1 9-7-12 14-3-14 1 19-0-0 I 23-8-2 28-4-4 1 33-0-6 I 38-0-0 1 4-11-10 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-8-2 4-11-10 Scale:3/16"=1' 0.25 112 4x8 = 5x8 II 4x8 = 2x4 II 1 24 2 3 4 25 5 6 7 26 8 9 27 10 2x4 II EE 11 12 N L • \\*--- H� b N 9J1 fRR El A:• 23 22 21 20 19 18 17 16 15 14 13 3x6 = 3x4= 3x4= 5x6= 3x4 = 3x4= 3x4 = 5x6= 3x4 = 3x4 = 5-7-10 10-11-13 16-3-15 I 21-8-1 27-0-3 32-4-6 36-4-0 38-0-0 0 6 5-1-10 5-4-2 5-4-2 5-4-2 5-4-2 5-4-2 3 11-10 1-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) 0.40 18-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.83 18-19 >520 180 BCLL 0.0 * Rep Stress Incr YES WB 0.51 Horz(TL) 0.16 14 n/a n/a BCDL 10.0 Code FBC2014JTPI2007 1 Matrix-S 1 Weight:434 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. REACTIONS. (lb/size) 23=1439/0-5-8,14=1578/0-3-8 Max Horz 23=89(LC 11) Max Uplift 23=-447(LC 12),14=-523(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3777/1409,3-5=-5789/2142,5-6=-6424/2372,6-7=-6237/2300,7-8=-5191/1908, 8-9=-2738/1000 BOT CHORD 22-23=-1354/3439,20-22=-2098/5462,19-20=-2431/6367,18-19=-2403/6348, 16-18=-2284/6032,15-16=-1791/4754,14-15=-873/2347 WEBS 2-23=-3546/1384,2-22=-238/929,3-22=-1855/723,3-20=-119/548,5-20=-671/314, 5-19=-132/290,6-19=-155/327,6-18=-326/158,7-18=-46/439,7-16=-975/440, 8-16=-190/734,8-15=-2219/881,9-15=-322/1076,9-14=-2607/997 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are 4x5 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 447 lb uplift at joint 23 and 523 lb uplift at joint 14. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (y,liele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 '. • Job Truss Truss Type Qty Ply T12285658 17-033414 A10A Common Structural Gable 1 , I 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:25 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-sm8kpZ bd13i_Q216YBgC10QIhITQsR3UyZKz9ySX_I I 6-6-5 i 12-9-3 l 19-0-0 25-2-13 i 31-5-11 I 38-0-0 i 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1 0.25 12 4x5= 4x5 = 5x8 II 2x4 II 4x5 = 4x5 = 4x8 = 4x8 = 5x6 = 5x6 = 1 2 19 3 4 5 6 7 8 9 20 10 i "� O Y ra [7 .� .: N 18 17 3x4- 16 15 14 13 1211 4x5 = 3x6= 3x4 = 5x8 3x4= 2x4 II 3x4 = 1 1-8-0 , 9-7-12 19-0-0 28-4-4 37-6-0 1-8-0 7-11-12 9-4-4 9-4-4 9-1-12 0.6 Plate Offsets(X,Y)— [10:0-3-0,0-3-81[14:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.41 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.89 13-14 >478 180 BCLL 0.0 * Rep Stress Incr YES WB 0.70 Horz(TL) 0.17 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S I Weight:427 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-1 oc bracing. REACTIONS. (lb/size) 12=1462/0-5-8,17=1554/0-3-8 Max Horz 17=-89(LC 10) Max Uplift 12=-458(LC 9),17=-540(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-4588/1615,5-6=-6274/2288,6-7=-6273/2287,7-9=-5066/1807,10-11=-423/0 BOT CHORD 15-17=-1265/3183,1415=-2184/5618,13-14=-2286/5905,12-13=-1547/3857 WEBS 3-17=-3228/1300,3-15=-446/1609,5-15=-1209/638,5-14=-188/965,7-14=-118/739, 7-13=-986/534,9-13=-324/1383,2-17=-259/281,2-18=-253/14,9-12=-3922/1641, 10-12=0/352 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 458 lb uplift at joint 12 and 540 lb uplift at joint 17. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7173 rev.10/03/2015 BEFORE USE. mem Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not lo t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job - Truss Truss Type Qty Ply T12285659 17-033414 1A1 COMMON GIRDER 1 A Job Reference(optional) g 130 s Sep BMC, EAST COMPONENTS 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:30 2017 Page 1 ID?Z4nkdBfgNDsEgl_NGOhIOygyPQ-0kydsH2jRHh_4Bw_v5nrupjBCI_K52MoeDH5eNySX_d 19-0-0 11-1111-55 3- 187 54-14.172 71-81-27 I 8-14.9-97 110.1-58-175 1128-2-76 113-114_0-712 115-8-7-37 117 -78 'M11.70412 jj 221--11-1154 223-13.1153 225-15-1151 272-17-1150 229- -1-9-0 321-1111-57 I 234-.1-111 I 32-6-1-3415 1318-8-- 0 12 0.1-4 Scale=1:66.1 0.25 12 18-9-0 5x8 = 4x8= 8x8 = 5x8 = 5x6 = 5x6 = 8x12 = 8x8 = 5x6 = 5x6 = 4x8 = 5x6 2 3 4 5 6 7 8 47 9 10 11 12 13 14 15 18 48 17 18 19 20 21 22 23 mad nom \\} } / f�f�f�fffVVV N (� o �I7 lar \ \ �y, -I O � -�:u " •"7 -�-� Ir Ir 46 45 49 44 50 43 4421 41 40 5239 38 37 53 36 54 35 55 34 56 33 57 32 58 31 30 2%9 6028 61 27 62 26 63 25 24 3x10 MT2OHS 5x810x12 MT2OHS 10x12 MT2OHS = 9x12 MT18HS = 5x6 = 5x6= 5x8 = 4x8 = 3x8 I I 5x8 5x6 8x8 = 19-0-0 38-0-0 1-11.15 3.8-5 5-4-12 7.1-2 8-9-9 110-515 1 12-2-8 113-1140:712157-3 { 173.9 118.10.1211 21-1-14 23.3.13 25511 27-7-10 29-9-8 I 31-11-7 341-6 363.43618r0 1-11.15 1-8.7 1-67 1.67 1-8-7 1-67 1.67 1.67 1.67 1-7-3 2-1-15 2-1-15 2-1-15 2-1-15 2-1-15 2-1-15 2.1.15 2-1-150-�-y2 0.1-4 1-6-0 Plate Offsets(X,Y)-- [2:0-3-8,0-2-8],[10:0-2-12,0-4-8],[10:0-0-0,0-2-12],[20:0-3-8,0-2-8],[22:0-3-8,0-2-0],[23:0-3-0,0-3-8],[25:0-3-8,0-4-0],[26:0-3-8,0-2-0],[27:0-3-8,0-2-8], [31:0-4-8,0-0-01,[34:0-6-0.0-6-12].142:0-3-12,0-6-01.142:0-0-0.0-3-10].[44:0-3-8,0-2-8].[45:0-3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -1,03 34-35 >420 240 MT20 244/190 TCDL 31.0 Lumber DOL 1.15 BC 0.92 Vert(TL) -1,63 34-35 >266 180 MT2OHS 187/143 BOLL 0.0 * Rep Stress Incr NO WB 0.97 Horz(TL) 0.19 25 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:1197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, 21-23:2x6 SP No.2 except end verticals. BOT CHORD 2x8 SP 2400F 2.0E or 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 1-45,2-44,3-43,19-28,20-27,22-26:2x4 SP No.1 REACTIONS. (lb/size) 46=8331/0-5-8,25=8037/0-5-8 Max Horz 46=-81(LC 6) Max Uplift 46=-2246(LC 8),25=-2281(LC 5) Max Gray 46=10087(LC 2),25=9761(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 146=-9356/2132,1-2=-11221/2591,2-3=-19931/4684,3-4=-27336/6474, 4-5=-33233/7907,5-6=-38089/9088,6-7=-41818/9998,7-8=-44462/10644, 8-9=-46095/11046,9-11=46851/11241,11-12=-46723/11223,12-13=46011/11064, 13-14=46036/11070,14-15=45445/10938,15-16=43837/10546,16-17=40856/9807, 17-18=-36293/8698,18-19=-30220/7235,19-20=-22036/5278,20-22=-11749/2831, 22-23=-1381/368,23-24=-1145/282 BOT CHORD 45-46=-141/430,4445=-2531/11207,43-44=4623/19923,41-43=-6412/27327, 40-41=-7842/33220,39-40=-9021/38077,38-39=-9929/41806,37-38=-10574/44449, 36-37=10974/46082,35-36=-11167/46838,34-35=-11147/46710,33-34=-10863/45431, 32-33=-10473/43824,30-32=-9736/40843,29-30=-8630/36280,28-29=-7170/30209, 27-28=-5215/22026,26-27=-2769/11734,25-26=-332/1384 WEBS 1-45=-3150/13782,2-45=-7947/1903,2-44=-2798/11655,3-44=-7184/1714, 3-43=-2417/10005,4-43=-6023/1448,4-41=-1953/8046,5-41=-4954/1187, 540=-1627/6700,6-40=4015/963,6-39=-1266/5198,7-39=-2982/711,7-38=-911/3724, 8-38=-1998/474,8-37=-600/2326,9-37=-1111/287,9-36=-320/1191,11-36=-344/144, 11-35=-383/158,12-35=-222/907,13-34=-255/997,14-34=-224/1031,14-33=-695/146, 15-33=-544/2198,15-32=-1828/439,16-32=-970/3820,16-30=-2831/680, 17-30=-1404/5788,17-29=-4003/952,18-29=-1833/7624,18-28=-5212/1234, 19-28=-2431/10173,19-27=-6574/1553,20-27=-3011/12670,20-26=-7712/1816, 22-26=-2995/12617,22-25=-8438/1982,23-25=-450/1829,12-34=-1235/269 NOTES- 1)4-ply truss to be connected together with 10d(0.131"x3*)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 1.11111111111111111111111111111.11111116 1161MBIBIBEIVIINOMP a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285659 17-033414 All COMMON GIRDER 1 A I a#_ Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:30 2017 Page 2 ID:?Z4nklBfg NDsEgl_NGOhIOygyPQ-DkydsH2jRHh_4Bw_v5nrupj BCi_K52MoeDH5eNySX_d NOTES- 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II;Exp D;End.,GCpi=0.18;MWFRS (directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x5 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2246 lb uplift at joint 46 and 2281 lb uplift at joint 25. 11)Load case(s)2,12,13,14,15,16,19,20,29,30,31,32 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)684 lb down and 25 lb up at 1-6-12,690 lb down and 222 lb up at 2-5-4,690 lb down and 222 lb up at 4-5-4,690 lb down and 223 lb up at 6-5-4,690 lb down and 223 lb up at 8-5-4,690 lb down and 224 lb up at 10-5-4,690 lb down and 224 lb up at 12-5-4,690 lb down and 225 lb up at 14-5-4,690 lb down and 225 lb up at 16-5-4,690 lb down and 226 lb up at 18-5-4,690 lb down and 225 lb up at 20-5-4,587 lb down and 203 lb up at 22-5-4,619 lb down and 201 lb up at 24-5-4,661 lb down and 209 lb up at 26-5-4,627 lb down and 203 lb up at 28-5-4,665 lb down and 209 lb up at 30-5-4,and 663 lb down and 209 lb up at 32-5-4,and 657 lb down and 208 lb up at 34-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-13=-122,13-23=-122,24-46=-20 Concentrated Loads(Ib) Vert:42=-632(F)39=-632(F)38=-632(F)49=-560(F)50=-632(F)51=-632(F)52=-632(F)53=-632(F)54=-632(F)55=-632(F)56=-632(F)57=-587(F)58=-565(F) 59=-602(F)60=-572(F)61=-606(F)62=-605(F)63=-599(F) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-13=-190,13-23=-190,24-46=-20 Concentrated Loads(Ib) Vert:42=-690(F)39=-690(F)38=-690(F)49=-684(F)50=-690(F)51=-690(F)52=-690(F)53=-690(F)54=-690(F)55=-690(F)56=-690(F)57=-473(F)58=-619(F) 59=-661(F)60=-627(F)61=-665(F)62=-663(F)63=-657(F) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-13=-172,13-23=-172,24-46=-20 Concentrated Loads(Ib) Vert:42=-382(F)39=-382(F)38=-382(F)49=-487(F)50=-382(F)51=-382(F)52=-382(F)53=-382(F)54=-382(F)55=-382(F)56=-382(F)57=-131(F)58=-345(F) 59=-369(F)60=-350(F)61=-371(F)62=-370(F)63=-366(F) 13)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,2446=-20 Horz:1-46=32,1-13=1,13-23=-1,23-24=9 Concentrated Loads(Ib) Vert:42=154(F)39=155(F)38=155(F)49=-20(F)50=153(F)51=154(F)52=154(F)53=155(F)54=156(F)55=156(F)56=156(F)57=141(F)58=139(F)59=144(F) 60=141(F)61=144(F)62=144(F)63=143(F) 14)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,25-46=-20,24-25=5 Horz:1-46=-9,1-13=1,13-23=-1,23-24=-32 Concentrated Loads(lb) Vert:42=154(F)39=155(F)38=155(F)49=-20(F)50=153(F)51=154(F)52=154(F)53=155(F)54=156(F)55=156(F) 56=156(F)57=141(F)58=139(F)59=144(F)60=141(F)61=144(F)62=144(F)63=143(F) 15)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,24-46=-20 Horz:1-46=-15,1-13=1,13-23=-1,23-24=15 Concentrated Loads(Ib) Vert:42=154(F)39=155(F)38=155(F)49=-20(F)50=153(F)51=154(F)52=154(F)53=155(F)54=156(F)55=156(F) 56=156(F)57=141(F)58=139(F)59=144(F)60=141(F)61=144(F)62=144(F)63=143(F) 16)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,25-46=-20,24-25=5 Horz:1-46=-15,1-13=1,13-23=-1,23-24=15 Concentrated Loads(Ib) Vert:42=154(F)39=155(F)38=155(F)49=-20(F)50=153(F)51=154(F)52=154(F)53=155(F)54=156(F)55=156(F) 56=156(F)57=141(F)58=139(F)59=144(F)60=141(F)61=144(F)62=144(F)63=143(F) 19)3rd Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-13=-190,13-23=-144,24-46=-20 Concentrated Loads(Ib) Vert 42=-690(F)39=-690(F)38=-690(F)49=-684(F)50=-690(F)51=-690(F)52=-690(F)53=-690(F)54=-690(F)55=-690(F) 56=-690(F)57=-473(F)58=-619(F)59=-661(F)60=-627(F)61=-665(F)62=-663(F)63=-657(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job ITruss 'Truss Type Qty IPly T12285659 17-033414 'All COMMON GIRDER 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:30 2017 Page 3 I D:?Z4nklBig NDsEgl_NGOhlOyqyPQ-DkydsH2jRHh_4Bw_v5nrupjBCi_K52MoeDH5eNySX_d LOAD CASE(S) Standard 20)4th Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-13=-144,13-23=-190,24-46=-20 Concentrated Loads(Ib) Vert:42=-690(F)39=-690(F)38=-690(F)49=-684(F)50=-690(F)51=-690(F)52=-690(F)53=-690(F)54=-690(F)55=-690(F)56=-690(F)57=-473(F)58=-619(F) 59=-661(F)60=-627(F)61=-665(F)62=-663(F)63=-657(F) 29)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,24-46=-20 Horz:1-46=32,1-13=1,13-23=-1,23-24=9 Concentrated Loads(Ib) Vert:42=-583(F)39=-584(F)38=-584(F)49=-605(F)50=-582(F)51=-583(F)52=-583(F)53=.584(F)54=-585(F)55=-585(F)56=-585(F)57=-397(F)58=-507(F) 59=-539(F)60=-512(F)61=-542(F)62=-541(F)63=-536(F) 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,25-46=-20,24-25=5 Horz:1-46=-9,1-13=1,13-23=-1,23-24=-32 Concentrated Loads(Ib) Vert:42=-583(F)39=-584(F)38=-584(F)49=-605(F)50=-582(F)51=-583(F)52=-583(F)53=-584(F)54=-585(F)55=-585(F)56=-585(F)57=-397(F)58=-507(F) 59=-539(F)60=-512(F)61=-542(F)62=-541(F)63=-536(F) 31)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,2446=-20 Horz:1-46=-15,1-13=1,13-23=-1,23-24=15 Concentrated Loads(Ib) Vert:42=-583(F)39=-584(F)38=-584(F)49=-605(F)50=-582(F)51=-583(F)52=-583(F)53=-584(F)54=-585(F)55=-585(F)56=-585(F)57=-397(F)58=-507(F) 59=-539(F)60=-512(F)61=-542(F)62=-541(F)63=-536(F) 32)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-13=-191,13-23=-191,25.46=-20,24-25=5 Horz:146=-15,1-13=1,13-23=-1,23-24=15 Concentrated Loads(lb) Vert:42=-583(F)39=-584(F)38=-584(F)49=-605(F)50=-582(F)51=-583(F)52=-583(F)53=-584(F)54=-585(F)55=-585(F)56=-585(F)57=-397(F)58=-507(F) 59=-539(F)60=-512(F)61=-542(F)62=-541(F)63=-536(F) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type City Ply T12285660 17-033414 Al2 Hip 1 A Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:31 2017 Page 1 ID:?Z4nklBfg NDsEgl_NGOhIOygyPO-hwV?3c3LCbpriLVATpl4ROGIZ6L2q W8xtt0eApySX_c I 6-0-11 11-9-13 I 17-7-0 I 20-5-0 1 26-2-3 I 31-11-5 I 38-0-0 I 6-0-11 5-9-3 5-9-3 2-10-0 5-9-3 5-9-3 6-0-11 Scale=1:65.9 0.25 12 4x8 = 8x8 = 8x8 = 4x8 = 5x6 = 4x8= 455 = 455 = 4x8= 5x6 = 1 21 2 3 4 22 5 f, 8 23 7 8 9 24 10 loI'M Oil Mill IN, N �_ / :d ti r-1 z-1 n N N 20 19 18 17 16 15 14 6 1D1 13 12 2x4 II 5x6 = 3x6 = 4x12 = 3x4 = 3x8 5x12 MT2OHS 3x8 = 4x5 =254 II 38-0-0 1 2. ``12 9-11-14 17-7-0 i 20-5-0 28+2 3133-4 3366�¢-0 2-2-02-0 2 a-12 7-7-2 7-7-2 2-10-0 7-11-2 7-11-2 0.2-92 14-0 Plate Offsets(X,Y)— 13;0-4-0,EdgeL[8:0-4-0.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.68 15-16 >599 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 I BC 0.89 Vert(TL) -1.04 13-15 >390 180 MT2OHS 187/143 BCLL 0.0 " 1 Rep Stress Incr NO 1 WB 0.94 Horz(TL) 0.18 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I Matrix-S Weight:396 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, 1-3,8-10:2x4 SP No.2 except end verticals,and 2-0-0 oc purlins(4-6-10 max.):5-6. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 18-20:2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=1538/0-5-8,12=1479/0-5-8 Max Horz 19=-94(LC 10) Max Uplift 19=-556(LC 12),12=-502(LC 9) Max Gray 19=2954(LC 18),12=2841(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-232/346,2-4=-7905/1436,4-5=-10836/2044,5-6=-10919/2060,6-7=-10927/2058, 7-9=-8186/1507 BOT CHORD 17-19=-938/4636,16-17=-1815/9266,15-16=-2075/10843,13-15=-1893/9656, 12-13=-1087/5386 WEBS 1-19=-557/333,2-19=-5480/1213,2-17=-594/3630,4-17=-1946/499,4-16=-298/1773, 5-16=456/147,5-15=-226/329,6-15=-390/134,7-15=-219/1472,7-13=-1964/499, 9-13=480/3139,9-12=-5990/1303,10-12=414/276 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 lb uplift at joint 19 and 502 lb uplift at joint 12. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 zvxv-a.'aacMf otdnuaru _ f I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. '., Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111 ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job 'Truss Truss Type Qty Ply T12285660 17-033414 Al2 Hip 1 • 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:31 2017 Page 2 I D:?Z4nkl Bf g N D s E q I_N G Oh l Oyq yPQ-hwV 73c3 L C bpriLVATp I4 ROG IZ6L2q W 8xttOeApySX_c LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-60,11-20=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 • Job Truss Truss Type Qty Ply T12285661 17-033414 A13 HIP 1 2 Job ReferenceJootlonal) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:32 2017 Page 1 ID:TZ4nkIBfgNDsEgl_NGOhIOygyPQ-973NHy4_zvxiKU4N1 WpJ_EoSoWi2Tt55XmBiFySX_b 1 7-11-4 1 15-7-0 1 22-5-0 1 30-0-12 1 38-0-0 1 7-11-4 7-7-12 6-10-0 7-7-12 7-11-4 Scale=1:65.9 0.25 12 6x8 = 4x5 = 4x8 = 4x8 = 6x8 = 4x8 = 4x12 = 4x5 = 1 19 2 3 20 4 5 21 6 7 22 8 ‘IIIPIIIIIIIIIIIIIIIIIItri ■■, �� Iw =— ase! LI ,.} q R s 18 17 16 15 14 13 12 11 10 9 2x4 II 5x6 = 4x5= 5x12 MT2OHS= 2x4 I I 3x4 4x5 = 4x8 =2x4 I I 5x12 MT2OHS = 38-0-0 1 2-2-0 2¢12 8-11-14 1 15-7-0 I 22-5-0 29-4-2 I 38.3.4 38.0 2-2-0 0-2-12 8-7-2 5-7.2 8-10-0 8-11-2 6-11-2 04-2 1-8-0 Plate Offsets(X,Y)— 13:0-4-0,Edgej,[6:0.4-0.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.76 13-14 >538 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -1.17 13-14 >346 180 MT2OHS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.78 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:394 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5:2x6 SP 2400F 2.0E or 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-3,6-8:2x4 SP 2400F 2.0E or 2x4 SP SS WEBS 1 Row at midpt 2-17,7-10 BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS WEBS 2x4 SP No.3*Except" 2-17,7-10:2x4 SP No.2 REACTIONS. (lb/size) 17=1538/0-5-8,10=1479/0-5-8 Max Horz 17=-94(LC 10) Max Uplift 17=-556(LC 12),10=-502(LC 9) Max Gray 17=2954(LC 18),10=2841(LC 17) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-243/391,2-4=-7310/1354,4-5=-10863/2058,5-7=-7685/1455 BOT CHORD 16-17=-1317/6630,14-16=-2045/10655,13-14=-2045/10655,11-13=-2083/10877, 10-11=-1431/7246 WEBS 1-17=-722/383,2-17=-7328/1565,2-16=-134/1315,4-16=-3513/706,4-14=0/261, 4-13=-305/529,5-13=0/250,5-11=-3341/642,7-11=-88/1100,7-10=-7704/1608, 8-10=-541/311 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 lb uplift at joint 17 and 502 lb uplift at joint 10. LOAD CASE(S) Standard 11 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '4 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job • Truss Truss Type 'Qty Ply T12285661 17-033414 i A13 HIP 1 • 2 I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:32 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-973NHy4_zvxiKU4N1 WpJ_EoSoWifZ?t55XmBiFySX_b LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=-60,9-18=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. --' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is atways 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type fly Ply - T12285662 17-033414 A14 Hip 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:33 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhIOygyPQ-dJdIU I4ckC3ZyefZaEKY W RLf_w?mIQ WEKBVIFiySX_a 1 2-4-12 I 6-114 1 13-7-0 1 19-0-0 I 24-5-0 I31-0-12 I 38-0-0 I 2-4-12 4-6-8 6-7-12 5-5-0 5-5-0 6-7-12 6-11-4 Scale=1:64.8 0.25 12 254 II 8x8 = 2x4 I I 6x8 = 4x5 = 4x5 = 3x8 = 4x8= 1 2 20 3 21 4 a. a. a. a r 6 22 7 23 8 Q4 Z3 2 .11 IIII 111(11111111.11.1111.....- -i- —"IIIIIIIIIIIIIIIIIIIIIIIIIII. IIIIIIIIIMIIII / 2 Od 1 19 18 17 16 15 14 13 12 11 10 9 2x4 II 6x8= 2x4 II 4x8 2x4 H 5x6= 3x4 = 3x4= 5x6= 5x12 MT2OHS 38-0-0 1 2-2-0 2-4-12 7-11-14 13-7-0 19-0-0 I 24-5-0 1 30-4-2 I 35-3-4 I 2-2-0 0-2-12 5-7-2 5-7-2 5-5-0 5-5-0 5-11-2 5-11-2 0-2 1.6-0 Plate Offsets(X,Y)-- [4 0-5-4,0-2-4j,16:0-5-4.0-2-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.72 14 >568 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 1.00 Vert(TL) -1.1012-14 >371 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:392 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, 4-6:2x6 SP No.2 except end verticals,and 2-0-0 oc purlins(3-8-13 max.):4-6. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-19:2x4 SP No.2 6-0-0 oc bracing:18-19. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10 REACTIONS. (lb/size) 10=1479/0-5-8,18=1538/0-5-8 Max Horz 18=94(LC 11) Max Uplift 10=-502(LC 9),18=-556(LC 12) Max Gray 10=2841(LC 17),18=2954(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-6316/1158,4-5=-11378/2167,5-6=-11378/2168,6-7=-6839/1300 BOT CHORD 16-18=-1095/5571,15-16=-1880/9762,14-15=-1875/9770,12-14=-1922/10040, 11-12=-1927/10031,10-11=-1258/6374 WEBS 3-18=-5996/1214,3-16=-199/1525,4-16=-3676/755,4-14=-360/1890,5-14=-999/284, 6-14=-294/1601,6-11=-3394/656,7-11=-131/1245,7-10=-6902/1437,8-10=-439/260, 2-18=-516/179 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 502 lb uplift at joint 10 and 556 lb uplift at joint 18. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. NT' i ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nota truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MilT e 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty IPly T12285662 17-033414 IA14 IHip 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:33 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-dJdIU I4ckC3ZyeiZaEKYW RLf_w?m IQWE KBVIFiySX_a LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(Of) Vert:1-8=-60,9-19=-20 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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,not It 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 r 1rr Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285663 17-033414 A15 Hip 1 A 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:35 2017 Page 1 I D:7Z4nldBfgNDsEgl_NGOhlOyqyPQ-aiNv_6sGgJHBypyieMObsQyljiDmLvXoV_sJaySX_Y 1 5-11-4 I 11-7-0 1 19-0-0 1 26-5-0 32-0-12 1 38-0-0 _1 5-11-4 5-7-12 7-5-0 7-5-0 5-7-12 5-11-4 Scale=1:64.8 0.25 12 8x8 = 2x4 II 8x8 = 4x5 4x5 = 4x12 = 4x12 = 1 17 2 3 18 ra 4� e7 c E 19 5 6 20 7 � $ :. _ =_ 71 rN \ . _ INN N e� IN N FI_ fir• ` KZ RN 16 15 14 13 12 11 10 9 8 2x4 5x6 = 5x6 = 4x8 = 5x8= 5x12 MT2OHS= 5x6 4x5=2x4 II 3140.0 1 2-z-0 2-4-112 11-7-0 1 19-0-0 1 26-5-0 I 363.4 36- .0 1 z-z-o a2-z 9-2-4 7-5-0 7-5-0 9-10-4 a2-12 1-6-0 Plate Offsets(X,Y)-- [3:0-4-0,0-3-0],[5:0-4-0.0-3-7],112:0-2-12,0-2-01,113:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.99 I Vert(LL) -0.69 12 >589 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.94 1 Vert(TL) -1.06 10-12 >384 180 MT20HS 187/143 BCLL 0.0 • Rep Stress Incr NO WB 0.89 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 1 Matrix-S Weight:390 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and 3-5:2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31 2-0-0 oc purlins(4-8-15 max.):3-5. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-16:2x4 SP No.2 WEBS 2x4 SP No.3*Except* 2-13,6-10:2x4 SP No.1 REACTIONS. (lb/size) 15=1538/0-5-8,9=1479/0-5-8 Max Horz 15=94(LC 11) Max Uplift 15=-556(LC 12),9=-502(LC 9) Max Gray 15=2954(LC 18),9=2841(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-242/309,2-3=-8807/1619,3-4=-11829/2264,4-5=-11829/2264,5-6=-9232/1714 BOT CHORD 13-15=-937/4560,12-13=-1678/8904,10-12=-1752/9305,9-10=-1091/5317 WEBS 1-15=477/340,2-15=-5389/1229,2-13=-767/4501,3-13=-1263/352,3-12=-665/3169, 4-12=-1301/387,5-12=-563/2752,5-10=-1144/325,6-10=-671/4128,6-9=-5902/1336, 7-9=-322/302 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 lb uplift at joint 15 and 502 lb uplift at joint 9. 10)Load case(s)2,16,17,18,19,20,23,24 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. s,unmtueu 1.11 i payee c �iM a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bidding component,not ' 1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rI4 Tek, i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T12285663 17-033414 A15 Hip 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:35 2017 Page 2 I D:?Z4nklBfgNDsEgt_NGOhIOygyPQ-ailVv_6sGgJ HBypyieMObsQylji DmLvXoV_sJaySX_Y LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-60,8-16=-20 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-132,S-16=-20 16)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-7=-130,8-16=-20 17)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-7=-134,15-16=5,8-15=-20 Horz:1-16=32,1-3=1,5-7=-1,7-8=9 18)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-7=-134,9-16=-20,8-9=5 Horz:1-16=-9,1-3=1,5-7=-1,7-8=-32 19)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-7=-134,15-16=5,8-15=-20 Horz:1-16=-15,1-3=1,5-7=-1,7-8=15 20)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-7=-134,9-16=-20,8-9=5 Horz:1-16=-15,1-3=1,5-7=-1,7-8=15 23)3rd Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-132,5-7=-102,8-16=-20 24)4th Dead+0.75 Roof Live(unbalanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-102,3-7=-132,8-16=-20 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 me.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PIM Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T12285664 17-033414 A16 Hip 1 Job Reference(optionall BMC. EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:36 2017 Page 1 ID:724nkiBfgNDsEgi_NGOhIOygyPQ-2uJu7K7U 17R8p6O8GMtF84z9s72yVpJgO9kPr1 ySX_X 2-4-12 4-11-4 9-7-0 15-10-5 22-1-11 28-5-0 312 38-0-0 2-4-12 2-6-8 4-7-12 6-3-5 6-3-5 6-3-5 4-7-12 4-11-4 Scale=1:64.8 0.25 12 4x5 = 2x4 II 5x8 = 5x6 4x5 = 4x5 = 4x8 = 5x8 = 4x8 = 4x5 1 2 19 3 4 r, 20r, L�5 - 6 1101 7 q 8 9 21 10 -11111411% �-� -- - 18 17t6 15 14 13 12 11 2x4 II 4x8 4x12 = 4x12 = 2x4 II 3x6 = 10x211 MT2OHS = 3x6== 38-0-0 2-2 2112 9-7-0 I _ 19-0-0 I 28-5-0 I 38-3-4 _ 36-6-0 z-z-0 o -2 7-2-4 9-5-0 9-5-0 7-10 4 0-2-12 1-6-0 Plate Offsets(X,Y)— 113:0-3-12.0-2-01,115:0-5-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.80 14 >507 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.90 Vert(TL) -1.24 13-14 >328 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.81 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:399 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, 4-7,7-8:2x6 SP No.2 except end verticals,and 2-0-0 oc purlins(3-3-14 max.):4-8. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-14:2x4 SP 2400F 2.0E or 2x4 SP SS 14-16:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 WEBS 2x4 SP No.3`Except* 3-15,9-13:2x4 SP No.1 REACTIONS. (lb/size) 12=1479/0-5-8,17=1538/0-5-8 Max Harz 17=-94(LC 10) Max Uplift 12=-501(LC 9),17=-556(LC 12) Max Gray 12=2841(LC 17),17=2954(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-7728/1405,4-5=-7771/1420,5-6=-11670/2128,6-8=-8326/1544,8-9=-8289/1531 BOT CHORD 15-17=-664/3318,14-15=-2248/11414,13-14=-2291/11635,12-13=-849/4210 WEBS 3-15=-855/4781,4-15=-586/196,5-15=-3796/847,5-14=0/444,6-14=0/338, 6-13=-3509/764,8-13=-536/182,9-13=-746/4400,9-12=-4970/1091,10-12=-312/230, 3-17=-4144/873,2-17=-319/122 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=l3omph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 501 lb uplift at joint 12 and 556 lb uplift at joint 17. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOOO,02t )var99EklMINN parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-TI73 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 T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285664 17-033414 A16 Hip 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:36 2017 Page 2 ID:?Z4nklBfgNDsEgi_NGOhlOygyPQ-2uJu7K7U 17R8p6O8GMtF84z9s72yVpJgO9kPr1 ySX_X LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-60,11-18=-20 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285665 17-033414 A17 HIP GIRDER 1 q J I Job Reference(optional) i BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:38 2017 Page 1 ID:TZ4nklBfgNDsEgl_NGOhlOygyPQ_HReX08kZIhs2PYWNnwjDV2Y4xmyzhtzUTDWwvySX_V 1 2-4-12 13 11-4 I 7-7-0 I 12-2-14 I 16-8-15 I 21-3-1 I 25-9-2 I 30.5-0 34-0-12 1 38-0-0 2-4-12 1-6-8 3-7-12 4-7-14 4-6-2 4-6-2 4-6-2 4-7-14 3-7-12 3-11-4 Scale=1:64.8 0.25 8x8= 2x4 II 4x8 = 2x4 II 4x8 = 4x8 = 8x8 = 5x6 -7--- 5x6 = 2x4 II 4x8 = 6x12 = 1 2 3 4 26 a� 27 " 5 28 _ 6 _ 7 8 X29 9 m10 11 12 Q •• N - � - ,,. N CI I 25 24 30 31 2332 22 21 34 35 20 36 37 79 3818 17 33 39 40 41 t6 42 43 15 44 1413 3x6 I I 5x8= 5x8 = 3x6 5x8= 12x12 WB 3x6 12x12 = 6x12 = 3x6 3x6 II 8x8 5x6= 12-2-02 2 7-7-0 1 12-2-14 16-8-15 21-3-1 1 25-9-2 I 30-5-0 I 34-0-12 1 37-6-0 3 2-2-004-12 5-2-4 4-7-14 4-6-2 4-6-2 4-6-2 4-7-14 3-7-12 3-5-4 Plate Offsets(X,Y)— [1:0-3-0.0-3-81[11:0-2-12,0-3-01,I12:0-3-0,0-3-8J,[16:0-2-4,0-3-07,121:0-5-3,0-0-01,123:0-3-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.71 19-20 >591 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -1.04 19-20 >403 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:926 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x10 SP 2250F 1.9E or 2x10 SP DSS or 2x10 SP SS except end verticals,and 2-0-0 oc purlins(5-6-2 max.):4-10. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-23:2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1934/0-5-8,24=2164/0-5-8 Max Horz 24=-76(LC 23) Max Uplift 14=-1038(LC 5),24=-1174(LC 8) Max Gray 14=4080(LC 29),24=4327(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-502/134,1-2=-690/214,2-3=-691/215,3-4=-10548/2738,4-5=-15422/3967, 5-6=-15422/3967,6-7=-19119/4866,7-9=-19119/4866,9-10=-12776/3263, 10-11=-12784/3263,11-12=-1046/286,12-13=-2229/569 BOT CHORD 23-24=-999/4078,22-23=-2678/10553,20-22=-5012/19855,19-20=-5012/19855, 17-19=-4582/18240,16-17=-4582/18240,15-16=-1905/7549,14-15=-1905/7549 WEBS 3-23=-1809/6986,4-23=-2018/586,4-22=-1294/5156,5-22=-558/200,6-22=-4685/1168, 6-20=-266/1058,6-19=-785/285,7-19=-512/169,9-19=-322/942,9-17=-190/811, 9-16=-5752/1454,10-16=-347/175,11-16=-1416/5642,11-15=-266/198, 11-14=-7170/1824,12-14=-530/2101,3-24=-4663/1205,2-24=-407/111,1-24=-223/776 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x10-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1038 lb uplift at joint 14 and 1174 lb uplift at joint 24. 9)Load case(s)2,12,13,14,15,16,19,20,29,30,31,32 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 1 i.Ulnuruau 1.111 Nagn c __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not legl a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss iTruss Type Qty Ply 1 712285665 17-033414 A17 HIP GIRDER 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:38 2017 Page 2 I D:?Z4nklBfgNDsEgI_NGOhlOygyPQH ReX08kZIhs2PY W NnwjDV2Y4xmyzhtzUTD WwvySX_V NOTES- 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)114 lb down and 77 lb up at 2-2-12,and 54 lb down and 117 lb up at 8-2-12,and 54 lb down and 117 lb up at 10-2-12 on top chord,and 282 lb down and 121 lb up at 4-2-12,282 lb down and 123 lb up at 6-2-12,37 lb down at 8-2-12,37 lb down at 10-2-12,120 lb down and 64 lb up at 12-2-12,120 lb down and 64 lb up at 13-5-4,120 lb down and 64 lb up at 15-5-4,120 lb down and 64 lb up at 17-5-4, 120 lb down and 64 lb up at 19-5-4,120 lb down and 64 lb up at 21-5-4,120 lb down and 64 lb up at 23-5-4,120 lb down and 64 lb up at 25-5-4,120 lb down and 64 lb up at 27-5-4,120 lb down and 64 lb up at 29-5-4,159 lb down and 87 lb up at 31-5-4,and 381 lb down and 102 lb up at 33-5-4,and 271 lb down and 112 lb up at 35-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-12=-60,13-25=-20 Concentrated Loads(Ib) Vert:22=-33(B)19=-33(B)2=-16 26=-50(B)27=-50(B)30=-138(B)31=-138(B)32=-28(B)33=-28(B)34=-33(B)35=-33(B)36=-33(B)37=-33(B)38=-33(B) 39=-33(B)40=-33(B)41=-33(B)42=-08(B)43=-103(B)44=-133(B) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-12=-132,13-25=-20 Concentrated Loads(Ib) Vert:22=-95(B)19=-95(B)2=-89 26=-43(B)27=-43(B)30=-282(B)31=-282(B)32=-26(B)33=-26(B)34=-95(B)35=-95(B)36=-95(B)37=-95(B)38=-95(B) 39=-95(B)40=-95(B)41=-95(B)42=-147(B)43=-343(B)44=-271(B) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-12=-130,13-25=-20 Concentrated Loads(Ib) Vert:22=-102(B)19=-102(B)2=-114 26=-20(B)27=-20(B)30=-277(B)31=-277(B)32=-20(B)33=-20(B)34=-102(B)35=-102(B)36=-102(B)37=-102(B) 38=-102(B)39=-102(B)40=-102(B)41=-102(B)42=-145(B)43=-381(B)44=-266(B) 13)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,24-25=5,13-24=-20 Horz:1-25=32,1-4=1,10-12=-1,12-13=9 Concentrated Loads(Ib) Vert:22=48(B)19=48(B)2=57 26=87(B)27=87(B)30=84(B)31=85(B)32=-4(B)33=-4(B)34=48(B)35=48(B)36=48(B)37=48(B)38=48(B)39=48(B)40=48(B) 41=48(B)42=64(B)43=72(B)44=78(B) 14)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,14-25=-20,13-14=5 Horz:1-25=-9,14=1,10-12=-1,12-13=-32 Concentrated Loads(Ib) Vert:22=48(B)19=48(B)2=57 26=87(B)27=87(B)30=84(B)31=85(B)32=-4(B)33=-4(B)34=48(B)35=48(B)36=48(B)37=48(B)38=48(B)39=48(B)40=48(B) 41=48(B)42=64(B)43=72(B)44=78(B) 15)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,24-25=5,13-24=-20 Horz:1-25=-15,14=1,10-12=-1,12-13=15 Concentrated Loads(Ib) Vert:22=48(B)19=48(B)2=57 26=87(B)27=87(B)30=84(B)31=85(B)32=-4(B)33=-4(B)34=48(B)35=48(B)36=48(B)37=48(B)38=48(B)39=48(B)40=48(B) 41=48(B)42=64(B)43=72(B)44=78(B) 16)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,14-25=-20,13-14=5 Horz:1-25=-15,14=1,10-12=-1,12-13=15 Concentrated Loads(Ib) Vert:22=48(B)19=48(B)2=57 26=87(B)27=87(B)30=84(B)31=85(B)32=-4(B)33=-4(B)34=48(B)35=48(B)36=48(B) 37=48(B)38=48(B)39=48(B)40=48(B)41=48(B)42=64(B)43=72(B)44=78(B) 19)3rd Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-10=-132,10-12=102,13-25=-20 Concentrated Loads(Ib) Vert:22=-95(B)19=-95(B)2=-89 26=-43(B)27=-43(B)30=-282(B)31=-282(B)32=-26(B)33=-26(B)34=-95(B)35=-95(B) 36=-95(B)37=-95(B)38=-95(B)39=-95(B)40=-95(B)41=-95(B)42=-147(B)43=-343(B)44=-271(B) 20)4th Dead+0.75 Roof Live(unbalanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-12=-132,13-25=-20 Concentrated Loads(Ib) Vert:22=-95(B)19=-95(B)2=-89 26=-43(B)27=-43(B)30=-282(B)31=-282(B)32=-26(B)33=-26(B)34=-95(B)35=-95(B) 36=-95(B)37=-95(B)38=-95(B)39=-95(B)40=-95(B)41=-95(B)42=-147(B)43=-343(B)44=-271(B) 29)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,24-25=5,13-24=-20 Horz:1-25=32,14=1,10-12=-1,12-13=9 Concentrated Loads(Ib) Vert:22=-120(B)19=-120(B)2=-86 26=-36(B)27=-36(B)30=-245(B)31=-245(B)32=-31(B)33=-31(B)34=-120(B) 35=-120(B)36=-120(B)37=-120(B)38=-120(B)39=-120(B)40=-120(B)41=-120(B)42=-159(B)43=-302(B)44=-245(B) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285665 17-033414 A17 HIP GIRDER 1 Job Reference(optional) - BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:38 2017 Page 3 ID:?Z4nkIBfgNDsEel_NGOhIOygyPQ-_HReX08kZIhs2PYW NnwjDV2Y4xmyzhtzUTD WwvySX_V LOAD CASE(S) Standard 30)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,14-25=-20,13-14=5 Horz:1-25=-9,1-4=1,10-12=-1,12-13=-32 Concentrated Loads(Ib) Vert:22=-120(B)19=-120(B)2=-86 26=-36(B)27=-36(B)30=-245(B)31=-245(B)32=-31(B)33=-31(B)34=-120(B)35=-120(B)36=-120(B)37=-120(B)38=-120(B) 39=-120(B)40=-120(B)41=-120(B)42=-159(B)43=-302(B)44=-245(B) 31)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,24-25=5,13-24=-20 Horz:1-25=-15,1-4=1,10-12=-1,12-13=15 Concentrated Loads(Ib) Vert:22=-120(B)19=-120(B)2=-86 26=-36(B)27=-36(B)30=-245(B)31=-245(B)32=-31(B)33=-31(B)34=-120(B)35=-120(B)36=-120(B)37=-120(B)38=-120(B) 39=-120(B)40=-120(B)41=-120(B)42=-159(B)43=-302(B)44=-245(B) 32)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-12=-134,14-25=-20,13-14=5 Horz:1-25=-15,1-4=1,10-12=-1,12-13=15 Concentrated Loads(Ib) Vert:22=-120(B)19=-120(B)2=-86 26=-36(B)27=-36(B)30=-245(B)31=-245(B)32=-31(B)33=-31(B)34=-120(B)35=-120(B)36=-120(B)37=-120(B)38=-120(B) 39=-120(B)40=-120(B)41=-120(B)42=-159(B)43=-302(B)44=-245(B) . .WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 mc.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 Mire 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,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • 1Job Truss Truss Type !Qty I Ply T12285666 17-033414 CO1 Half Hip 1 1 . tip Job Reference d nal) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:39 2017 Page 1 ID:?Z4nIdBfgN DsEgl_NGOhIOygyPQ-ST_OIL9N K2pigZ6jxURymibkHKF4iJs7i7y3SLySX_U 3-1-12 6-6-0 7-7-0 --- 3-1-12 3-4-4 1-1-0 0.25 12 Scale=1:15.2 4x8 = 3x4 = 2x4 3x4 = 2 3 4 1 ')\ e e 82x4 H 6 5 3x4 = 3x4 = 7 3x4 = 2-7-0 -- 3-1-12 I 6-6-0 — 7-7-0 2-7-0 0-6-12 3-4-4 1-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.00 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 ' I Rep Stress Incr NO WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 1 Matrix-P 1 Weight;44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins:3-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=88/Mechanical,7=496/0-8-0 Max Horz 7=106(LC 9) Max Uplift 5=-67(LC 9),7=-401(LC 8) Max Gray 5=210(LC 17),7=967(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-330/288 BOT CHORD 6-7=-335/434 WEBS 1-7=-310/344,2-7=-728/405,2-6=-332/392 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=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 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 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 5 and 401 lb uplift at joint 7. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-60,5-8=-20 -- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 14111 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 property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Tampa,Fl.36610 • Job Truss Truss Type Qty Ply T12285667 17-033414 DO1 Half Hip 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:40 2017 Page 1 ID:9Z4nkIBfgNDsEgl_NGOhIOygyPQ-wfYOyhA75MyZHjhvVCyBIw8pMkXu RkcGxnic_oySX_T 4-6-0 I 7-7-0 4-6-0 3-1-0 0.25 12 Scale=1:15.6 4x8 = 2x4 1 3x4 = 8 2 3 N o \ o e \ e 72x4 I I 52x4 11 4 6 3x4 = 3x4 = 2-7-0 2-9-1? 4-6-0 7-7-0 2-7-0 2-1 1-8-4 3-1-0 LOADING (psf) SPACING- 2-0-0 CS!. DEFL. in (loc) 1/defl lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 a Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I Matrix-P Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 7-7-0 oc purlins, 2-3:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=123/Mechanical,6=460/0-5-8 Max Horz 6=102(LC 9) Max Uplift 4=-82(LC 9),6=-361(LC 8) Max Gray 4=401(LC 16),6=1494(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-383/635 BOT CHORD 5-6=-73/253,4-5=-73/253 WEBS 1-6=-749/421,2-6=-1028/346,2-5=0/307 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=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 4 and 361 lb uplift at joint 6. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,4-7=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job (Truss Truss Type Oty 'Ply T12285668 17-033414 1F01 ROOF SPECIAL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:41 2017 Page 1 IDIZ4nkIBfgNDsEgl_NGOhIOygyPQ-Or6nAIAdrg4QvtG52vTQr7g1 D8v7A2SPARRAXEySX_S 3-0-0 3-5 7-4-7 I 11-5-8 I 15-8-12 19-7-5 22-7-4 25-6-9 3-0-0 0-5-43-11-3 4-1-0 4-3-4 3-10-9 2-11-15 2-11-5 Scale=1:44.4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 6x8 2x4 H 4x5 = 1 2 3 4 5 26 6 7 8 9 10 si � 21 zo� , I� 11 I �lIII MI El El O ago 24 23 22 19 t8 17 15 M 13 12 16 11 2x4 4x8 4x5 = 2x4 II 3-0-0 3i-5-4 7-4-7 I 11-5-8 I 15-8-12 I 19-7-5 22-7-4 I 25-6-9 I 3-0-0 0-5-4 3-11-3 4-1-0 4-3-4 3-10-9 2-11-15 2-11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.04 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.06 15-17 >999 240 BCLL 0.0 • Rep Stress Inc- YES WB 0.88 Horz(TL) -0.02 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 I Matrix-S Wind(LL) 0.02 15-17 >999 240 Weight:140 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2''Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-11,1-23,4-18,5-17,7-15,8-14,9-13,10-12,2-20:2x4 SP No.3 6-0-0 oc bracing:20-21,14-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=607/Mechanical,20=1430/0-54,14=1963/0-5-8 Max Horz 20=87(LC 11) Max Uplift 11=-183(LC 9),20=-494(LC 8),14=-458(LC 9) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-391/541,3-4=-247/336,4-5=-744/186,5-7=-729/217,7-8=-165/643,8-9=-463/167, 9-10=-576/186,10-11=-587/187 BOT CHORD 20-21=-265/202,17-18=-125/744,15-17=-156/729,14-15=-643/179,13-14=-192/463, 12-13=-204/576 WEBS 18-20=-173/622,3-20=-463/167,4-18=-1236/374,5-15=-630/181,7-15=-353/1519, 7-14=-1309/324,8-14=-1249/329,9-12=-373/146,10-12=-213/682,2-20=-438/300 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=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 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 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 11,494 lb uplift at joint 20 and 458 lb uplift at joint 14. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. WA*i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MI �AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !VII%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,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285669 17-033414 FO1BG FLOOR 1 4 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:42 2017 Page 1 ID:TZ4nkIBfgNDsEg1_NGOhlOygyPQ-t2g9NNBFczCHX1 rlcd_fOLDB9Y7svUhZP5Bj3gySX_R 18-3-4 l 2-2-12 5-0-1 - 7-9-6 10-6-10 13-3316 16-1-4 17-0-1 I 20-5-4 I 23-3-6 I 26-1-9 28-11-11 I 31-9-14 I 34-8-0 3&60 2-2-12 2-9-5 2-9-5 2-9-5 2-9-5 2-9-5 0.11-8 1-2-8 2-2-0 2-10-2 2-10-2 2-10-2 2-10-2 2-10-2 1-10-0 Scale=1:65.8 3x6 11 4x12 = 3x6 4x5 = 6x8= 3x6 9x12 MT18HS= 4x12 = 3x6 6x8 = 4x5 - 3x6 H 4x8 3x6 I I 4x12 = 3x6 4x12 = 9x12 MT18HS= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 3418 - 4 Ona e 1 I e I ® I 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 5x6 11 7x10 = 2x4 11 8x8 = 2x4 II 4x12 = 6x8 4x8 2x4 7x10 = 2x4 II 4x12 = 2x4 II 6x8=5x6 II SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 36-6-0 2-0-0 z-a-pz 5-0-1 I 7-9-6 I 1x610 I 13$16 I 161-4 I 18.3-4 I 20-5-4 23-3-6 261-9 I 2611-11 31$14 I 34-60 3sgo 1 2000224_5 -0-g o-2-z 2-9 5 2-9 5 2-95 2-95 2:9_5 2-2-0 2-2-0 2-10-2 2-10-2 2-10-2 2-tat 2-10-2 04-01-60 Plate Offsets(X,Y)- [1:Edge,0-4-8],[16:0-4-12,0-2-0],[18:Edge,0-4-8],[20:0-1-8,0.2-8],[22:0-3-12,0-2-0],(24:0-4-12,0-4-8],[27:0-3-8,0-4-4],[30:0-3-12,Edge],[32:0-4-8 ,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.01 23 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.81 Vert(TL) 0.13 30 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) -0.10 20 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:1099 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 SP 2400F 2.0E or 2x8 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3"Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1-33,18-19:2x8 SP 2400F 2.0E or 2x8 SP SS,1-32:2x6 SP No.2 10-0-0 oc bracing:27-28,26-27,25-26,24-25. 3-32,3-30,5-30,5-28,8-28,18-20,9-26:2x4 SP No.2 REACTIONS. (lb/size) 32=28721/0-5-8 (req.0-8-8),27=-2732/0-3-8,25=-996/0-3-8,20=27804/0-8-0 (req.0-8-3) Max Uplift 27=-4009(LC 5),25=-2295(LC 6) Max Gray 32=28727(LC 7),20=27806(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-33=-1535/0,1-2=0/27044,2-3=0/27044,3-4=0/15245,4-5=0/15245,5-7=0/1154, 7-8=0/1154,8-9=-4806/0,9-10=-5210/0,10-11=-5210/0,11-12=0/840,12-13=0/840, 13-15=0/11942,15-16=0/11942,16-17=0/20637,17-18=0/20637,18-19=-2228/0 BOT CHORD 32-33=-2404/0,31-32=-22028/0,30-31=-22028/0,29-30=-7858/0,28-29=-7858/0, 27-28=0/4806,26-27=0/4992,25-26=0/3823,24-25=0/3823,23-24=-6099/0, 22-23=-6099/0,21-22=-17432/0,20-21=-17432/0,19-20=-2973/0 WEBS 1-32=-30994/0,2-32=-4893/0,3-32=-6633/0,3-31=-398/0,3-30=0/8181,4-30=-59/281, 5-30=-8382/0,5-28=0/7612,7-28=-513/0,8-28=-6637/0,8-27=0/3592,10-26=-784/0, 11-26=0/1839,11-25=0/1984,11-24=-5170/0,12-24=-468/0,13-24=0/5934, 13-22=-6594/0,16-22=0/6706,16-21=-503/0,16-20=-4598/0,17-20=-6084/0, 18-20=-24476/0,9-27=-548/29,9-26=-116/597 NOTES- 1)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,Except member 20-18 2x4-1 row at 0-7-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)The Fabrication Tolerance at joint 6=20%,joint 14=20% 6)WARNING:Required bearing size at joint(s)32,20 greater than input bearing size. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4009 lb uplift at joint 27 and 2295 lb uplift at joint 25. 8)This truss has large uplift reaction(s)from gravity load case(s)at joints 25 and 27.Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. NOM, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 Job 'Truss Truss Type IQty 'Ply T12285669 17-033414 F01 BG FLOOR 1 4 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:42 2017 Page 2 I D:?Z4nkIBfgNDs Egl_NGOhiOygyPQ-t2g9 N NBFczCHX 1 rlcd_fOLDB9Y7svUhZP5Bj3gySX_R NOTES- 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Veil:1-18=-150,19-33=-10 Concentrated Loads(Ib) Vert:1=-23527 18=-23527 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285670 17-033414 FOIE FLOOR SUPPORTED GABL 11 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:44 2017 Page 1 I D:?Z4nkl Bfg N DsEq I_N GOhlOyq yPQ-pQovo3DV8bS7mK?gk 117Tm1 i KL_q NcVssPgg8ZySX_P 0-48 Scale=1:25.6 3x4 3x4 = 12 3 4 5 67 8 9 10 11 12 13 o\j o 07 _ L _ 1.1 -0 e- ° ° Z 2 271 --— v — r L' 9 p 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 II 3-1-8 6-10-12 17-6-12 18-2-12� 15-6-0 3-1-8 3-9-4 0-8-0 0-8-0 7-3-4 Plate Offsets(X.Y)— [25:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 ' BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 25 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 I Matrix-S Weight:78 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,25,24,23,22,21,20,19,18,17, 16,15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. MINIM a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I • Job Truss Truss Type Qty Ply T12285671 17-033414 1F02 ROOF SPECIAL 1 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:45 2017 Page 1 ID:?Z4nkdBfgN DsEgl_NGOhlOygyPQ-HdMH?PE7vuasOUatHIYM?zrivl9A6ryt53PNg?ySX_O 1 3-0-0 3-5 7-2-4 1 11-4-10 1 15-8-12 I 20-9-2 1 25-6-9 I 3-0-0 0-5-4 3-9-0 4-2-6 4-4-2 5-0-6 4-9-7 Scale=1:44.2 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 2x4 II 4x8 = 398 = 1 2 3 4 5 24 6 7 8 25 9 lel 141 _ �Iel �� Id 16tm 22 21 20 17 15 14 13 12 11 10 4x8 13x6 = 3x6= 3x6 = 3x8 = 3x8= 2x4 Il I 3-0-0 31-5-¢ 7-2-4 , 11-4-10 I 15-8-12 20-9-2 I 25-6-9 _, 3-0-0 0-5-4 3-9-0 4-2-6 4-4-2 - 5-0-6 4-9-7 Plate Offsets(X.Y)- [7:Q-3-8,0-1-8].[11:0-3.8.0-1-8] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.07 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.10 13-15 >999 240 BCLL 0.0 ' Rep Stress Ina NO j WB 0.92 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.03 13-15 >999 240 Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, 6-9:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 6-0-0 oc bracing:11-12. 3-16,2-21,7-12,8-11,5-13,4-15:2x4 SP No.2 MiTekrecommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) 10=585/Mechanical,19=1304/0-5-4,12=2113/0-5-8 Max Horz 19=-109(LC 8) Max Uplift 10=-181(LC 9),19=-453(LC 8),12=-477(LC 9) Max Gray 10=645(LC 18),19=1468(LC 18),12=2337(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-222/304,3-4=-1334/336,4-5=-1051/289,5-7=-174/825,7-8=-746/219, 9-10=-303/103 BOT CHORD 18-19=-104/520,15-16=-04/319,13-15=-276/1341,12-13=-229/1032,11-12=-816/182, 10-11=-244/722 WEBS 1-21=-254/180,2-19=-333/120,3-19=-1171/323,7-12=-1278/384,8-10=-701/220, 8-11=-517/178,7-11=-375/1625,5-12=-2009/452,5-13=0/358,4-13=-342/52, 4-15=-490/184,3-15=-318/1193 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 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 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 lb uplift at joint 10,453 lb uplift at joint 19 and 477 lb uplift at joint 12. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5411.7473 rev.10/03/2015 BEFORE USE. MI I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285671 17-033414 1F02 ROOF SPECIAL 1 1 !Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:45 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhlOygyPQ-H d M H?PE7vua5OUatHIYM?zrivl9A6ry?53P Ng?ySX_O LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-9=-150,20-22=-10,18-19=-10,10-17=-10 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,21814.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 • Job Truss Truss Type Qty Ply T12285672 17-033414 FO2E FLOOR SUPPORTED GABL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:46 2017 Page 1 I D:?Z4nklBfgNDsEgl_NGOhIOygyPQ-Ipvg DIEmgCij?e93rS3bYBO2p9g9rW?9Jj9xCRySX_N 0-1-8 Scale=1:16.5 3x4 1 2 3 4 5 6 7 8 9 = _. 19 1 s■ II iii -- -- --_ — h 18 17 16 15 14 13 12 11 10 3x4 = 3x4 10-0-4 10-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-R Weight:52 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 10-0-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ®WARNING-Verify design parameter's and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss !Truss Type Qty Ply T12285673 17-033414 I FO2G 'FLOOR 1 4 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:47 2017 Page 1 I D:7Z4nklBfgNDsEgi_N GOhlOygyPQ-D?T2Q5FORWgadokFPAag5Ow71ZoeaoilYNuUkuySX_M r - i • r 16-8-8 1 19-9-7 I 22-10-6 I 25-11-4 1 28-2-0 1 1-4-0 3-0-15 3-0-15 3-0-15 3-0-15 3-0-15 3-0-15 3-0-15 3.0.15 2-2-12 Scale=1:47.4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x8 4x5 = 4x12 = 4x8 - 4x8 4x12 = 4x5= 1 225 3 26 4 27 28 5 29 6 7 8 30 9 31 10 32 11 12 G WIN i�W. G NO= i G � J r� ff ° — G / ttns { r Q IBM g 24 23 22 21 20 19 18 17 16 15 14 13 5x8 = 6x12 = 8x12 MT2OHS= 6x12 = 4x12 = 3x8 = 1-0.0i14-p 4-4-15 j 7-5-13 1 10-6-12 j 13-7-10 1 16-8-8 I 19-9-7 1 22-10-6 ! 25.11.4 z 26-2-0 1-0-00-4-b 3-0-15 3-0-15 3.0.16 3-0-15 3-0-15 3-0-15 3-0-15 3-0-15_04-12 2 2-0-0 Plate Offsets(X,Y)— [3:0-3-4.0-1-12).j10:0-5-0,0-1-12] __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 1 PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.08 18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 i Vert(TL) -0.98 18 >300 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.71 I Horz(TL) 0.16 14 n/a n/a I BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:760 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP SS*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, 7-12:2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP 2400F 2.0E or 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 6-0-0 oc bracing:13-14. 3-23,3-21,5-21,5-18,8-18,8-16,10-16,10-14:2x4 SP No.1 REACTIONS. (lb/size) 23=6938/0-8-0,14=9575/0-5-8 Max Gray 23=6945(LC 3),14=9577(LC 4) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-636/0,1-2=-927/0,2-3=-927/0,3-4=-24231/0,4-5=-24231/0,5-6=-33552/0, 6-8=-33552/0,8-9=-25358/0,9-10=-25358/0,10-11=-985/0,11-12=-985/0, 12-13=-385/0 BOT CHORD 22-23=0/12845,21-22=0/12845,20-21=0/31231,18-20=0/31231,17-18=0/31876, 16-17=0/31876,15-16=0/14883,14-15=0/14883 WEBS 1-23=0/1510,2-23=-1068/0,3-23=-13332/0,3-22=-301/0,3-21=0/12741,4-21=-2177/0, 5-21=-7834/0,5-18=0/2601,6-18=-2026/0,8-18=0/1891,8-16=-7304/0,9-16=-2086/0, 10-16=0/11738,10-15=-320/0,10-14=-15546/0,11-14=-2434/0,12-14=0/1281 NOTES- 1)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)The Fabrication Tolerance at joint 7=20%,joint 19=20% 7)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-26=-100,11-26=-210,11-12=-100,13-24=-10 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallt�� , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r r r n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss 1Truss Type Qty Ply T12285673 17-033414 FO2G iFLOOR 1 4 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:47 2017 Page 2 I D:?Z4nklBigNDsEgl_NGOhlOygyPQ-D7T2Q5FORW gadokFPAag5Ow?iZoeaoilYNuUkuySX_M LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:7=-1023 6=-1023 9=-1023 11=-1023 26=-1023 27=-1023 28=-1023 29=-1023 30=-1023 31=-1023 32=-1023 • AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r1 rl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply ' T12285674 17-033414 F03 ROOF SPECIAL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:48 2017 Page 1 ID:7Z4nkdBfgNDsEgl_NGOtiIOygyPQ-hC 1 QeQGOCpyRFyl Rzt53dcTEYyETJBrRn 1 e2HKySX_L 3-0-0 3161 9-8-11 15-8-12 I 20-11-9 I 25-6-9 { 3-0-0 0-5-4 6-3-7 6-0-1 5-2-13 4-7-0 Scale=1:44.2 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 3x8 = 4x5 = 1 2 3 4 22 5 6 7 23 8 e I\ 0 ® Q n o ® ;-i-H---', ® v D CI I d 20 19 18 15 14 13 12 11 10 9 2x4 4x8 3x8 = 3x6= 4x5 = 3x6 = 2x4 I 3-0-0 3r5-¢ - 9-8-11 15-8-12 I 20-11-9 { 25-6-9 I 3-0 O o 5 4 6-3-7 6-0-1 5-2-13 4-7-0 Plate Offsets(X,V)— [3:0-3-8.0-1-8].[13:0-3-8.0-1-8] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.07 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.03 13 >999 240 Weight:132 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=622/Mechanical,16=1445/0-5-4,11=1934/0-5-8 Max Horz 16=107(LC 11) Max Uplift 9=-189(LC 9),16=-495(LC 8),11=-448(LC 9) Max Gray 9=685(LC 18),16=1589(LC 18),11=2139(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-381/402,3-4=-1226/282,4-6=-144/546,6-7=-848/217,8-9=-323/99 BOT CHORD 16-17=-326/301,13-14=-277/291,11-13=-224/1251,10-11=-559/160,9-10=-265/832 WEBS 1-19=-272/188,7-9=-822/246,7-10=-482/159,6-10=-344/1437,6-11=-1480/401, 4-11=-1855/387,4-13=-423/173,3-13=-410/1515,3-16=-1473/450 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=26ft;eave=oft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-54 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 189 lb uplift at joint 9,495 lb uplift at joint 16 and 448 lb uplift at joint 11. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-150,18-20=-10,16-17=-10,9-15=-10 n ,M WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��r 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285675 , 17-033414 FO3E FLOOR SUPPORTED GABL 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:49 2017 Page 1 ID:?Z4nklBfgNDs Eql_NGOhIOygyPQ-AObormHez741s6teW bclAp?ai Mi 12t?bOhNbpmySX_K 0-1-$ Scale=1:12.5 1 2 3 4 5 6 3x4 9 9 co °P 13 12 11 10 9 8 7 3x4 3x4 6-7-0 6-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-R Weight:70 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6-7-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 7)CAUTION,Do not erect truss backwards. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not bit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285676 17-033414 FO3G FLAT GIRDER 1 2 I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:50 2017 Page 1 ID:?Z4nkdBfgNDsEgl_NGOhIOygyPQ-ea9A36HGkRC9UGSg417X11 Yzm?InlckEL78LDySX_J 3-2-12 7-4-7 11-4-5 15-6-0 3-2-12 4-1-11 3-11-15 4-1-11 Scale=1:26.1 2x4 I I 3x8= 2x4 I I 3x4= 1 3x4 11 2 3 4 12 5 OPE 10 8 7 6 2x4 II 9 2x4 II 3x8= 2x4 II 3x8 3-0-0 2 7-4-7 11-4-5 l - 15-6-0 3-0-0 0--�2 4-1-11 3-11-15 4-1-11 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.04 7-8 >999 180 BOLL 0.0 * Rep Stress lncr NO WB 0.18 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I Matrix-S Weight:175 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (lb/size) 6=454/Mechanical,9=763/0-5-8 Max Horz 9=-71(LC 10) Max Uplift 6=-240(LC 9),9=-492(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-347/135,2-3=-347/135,3-4=-917/479,4-5=-917/479,5-6=-390/243 BOT CHORD 8-9=-523/846,7-8=-523/846 WEBS 1-9=-147/363,2-9=-254/214,3-9=-1028/517,5-7=-478/892 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-2-12,Interior(1)3-2-12 to 15-4-4 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 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 240 lb uplift at joint 6 and 492 lb uplift at joint 9. 1 r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIMS 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 r► building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPlt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job 'Truss Truss Type Qty Ply T12285677 17-033414 F04 ROOF SPECIAL 1 1 Job Reference(ootional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:50 2017 Page 1 ID:?Z4nkIBfgNDsEgi_NGOhIOygyPO-ea9A36HGkRC9UGSg417Xi 1 YYamzMn88kEL78L DySX_J I 3-0-0 3-5.4 9-4-11 - 12-3-11 I 15-8-12 20-11-3 I 25-6-9 3-0-0 0-5-4 5-11-7 2-11-1 3-5-1 5-2-7 4-7-6 Scale=1:44.2 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4x8 2x4 4x5 2x4 3x8 = 1 2 3 24 4 6 25 7 9 26 10 N w19 16 _ \ �\ o O I d I— 2x4 —i ° L41 ►t 22 21 20 17 16 15 14 1iiim 12 11 4x8 = 5x8= 3x8 = 3x6= 2x4 11 3-0-0 3r5-4 9-4-11 I 15-8-12 20-11-3 25-6-9 1 3-0-0 o-s-4 5-11-7 6-4-1 __- 5-2-7 4-7-6 Plate Offsets(X,Y)-- [8:0-3-8,0-1-8],[12:0-3-8.0-1-81[23:0-2-8.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (bc) 1/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.05 15 >999 360 MT20 244/190 TCDL 15.0 i Lumber DOL 1.00 BC 0.32 Vert(TL) -0.08 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Wind(LL) 0.02 15 >999 240 Weight:132 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS`Except* TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, 7-10:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* I MiTek recommends that Stabilizers and required cross bracing 22-23,9-12,8-13,5-15,3-21,4-16:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=592/Mechanical,18=1427/0-54,13=1988/0-5-8 Max Horz 18=-105(LC 8) Max Uplift 11=-183(LC 9),18=-500(LC 8),13=-460(LC 9) Max Gray 11=652(LC 18),18=1579(LC 18),13=2199(LC 19) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-387/459,4-5=-1087/243,5-6=-1087/243,6-8=-188/814,8-9=-809/219, 10-11=-316/97 BOT CHORD 18-19=-339/295,15-16=-306/289,13-15=-92/519,12-13=-818/192,11-12=-262/788 WEBS 9-11=-776/242,9-12=-555/172,8-12=-389/1674,8-13=-1388/380,5-15=-774/234, 4-15=-389/1406,4-18=-1419/427,3-18=-179/253,6-15=-121/707,6-13=-1493/317, 21-23=-338/218 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 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 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 11,500 lb uplift at joint 18 and 460 lb uplift at joint 13. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-10=-150,20-22=-10,18-19=-10,11-17=-10 1Iva AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285678 17-033414 FO4G FLAT GIRDER 1 1 I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:52 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-azHxToJWG2SsjZcDCjA?oSduDafsF7M1 iecFQ5ySX_H 4-1-5 7-4-15 10-8-12 14-0-9 4-1-5 3-3-10 3-3-13 3-3-13 Scale=1:23.3 4x8 = 4x8= 3x6 - 1 2 19 3 4 20 5 21 22 23 6 • d Y it , . x f ti y 24 8 25 26 11 7 4x5 = 4x8 = 10 9 4x8 = 4-0-0 4115 7-4-15 7-O-12 10-8-12 14-0-9 4-0-0 0-1-5 3-3-10 0-1-13 3-2-0 3-3-13 Plate Offsets(X,Y)-- [18:0-2-8,0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.01 8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.32 Vert(TL) -0.02 8 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.49 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.01 8 >999 240 Weight:87 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-7,2-11:2x4 SP No.1 I MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 I be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except(jt=length)7=Mechanical,10=3-6-12. (Ib)- Max Horz 10=91(LC 20) Max Uplift All uplift 100 lb or less at joint(s)7,9 except 10=-556(LC 17) Max Gray All reactions 250 lb or less at joint(s)except 7=739(LC 25),10=1157(LC 14),9=1020(LC 25),9=804(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-238/488,3-4=-238/488,4-5=-693/1,5-6=-693/1,6-7=-652/20 BOT CHORD 10-11=-168/358,9-10=-312/120,8-9=-312/120 WEBS 3-10=-691/247,4-10=-271/212,4-9=-947/122,4-8=-79/1064,5-8=-790/58,6-8=-11/686, 10-18=-850/375 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,9 except(jt=lb) 10=556. 10)Load case(s)2,12,13,14,15,16,25,26,27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 40 lb up at 7-2-0,175 lb down at 9-2-0,and 175 lb down at 11-2-0,and 168 lb down at 13-2-0 on top chord,and 29 lb down at 9-2-0,and 29 lb down at 11-2-0,and 30 lb down at 13-2-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12 In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. IMMO hit valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,BSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285678 117-033414 F04G FLAT GIRDER 1 1 Job Reference joptional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:52 2017 Page 2 I D:7Z4 nklBigN DsEgl_NGOhlOygyPQ-azHxToJ WG2SsjZcDCjA?oSduDafsF7M 1 iecFQ5ySX_H LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-6=-150,7-11=-10 Concentrated Loads(Ib) Vert:20=-56(B)21=-56(B)23=-60(B)24=-25(B)25=-25(B)26=-26(B) 2)Dead+0.75 Roof Live(balanced)+0.75 Attic Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-75,2-6=-165,7-11=-10 Concentrated Loads(Ib) Vert:20=-105(B)21=-105(B)23=-109(B)24=-28(B)25=-28(B)26=-30(B) 12)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-6=-90,7-11=-10 Concentrated Loads(Ib) Vert:20=-121(B)21=-121(B)23=-125(B)24=-20(B)25=-20(B)26=-22(B) 13)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=-32,1-2=-69,2-6=-166,10-11=15,7-10=-10 Horz:2-11=32,6-7=9 Concentrated Loads(Ib) Vert:4=30(B)20=-50(B)21=-50(B)23=-54(8)24=-7(B)25=-7(6)26=-8(B) 14)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=9,1-2=-69,2-6=-166,7-11=-10 Horz:2-11=-9,6-7=-32 Concentrated Loads(Ib) Vert:4=30(B)20=-50(B)21=-50(B)23=-54(B)24=-7(B)25=-7(B)26=-8(B) 15)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=15,1-2=-69,2-6=-166,10-11=15,7-10=-10 Horz:2-11=15,6-7=15 Concentrated Loads(Ib) Vert:4=30(B)20=-50(B)21=-50(B)23=-54(B)24=-7(B)25=-7(B)26=-8(B) 16)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60.Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=15,1-2=-69,2-6=-166,7-11=-10 Horz:2-11=-15,6-7=15 Concentrated Loads(Ib) Vert:4=30(B)20=-50(B)21=-50(B)23=-54(8)24=-7(8)25=-7(B)26=-8(B) 25)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=-32,1-2=-69,2-6=-166,10-11=15,7-10=-10 Horz:2-11=32,6-7=9 Concentrated Loads(Ib) Vert:20=-119(8)21=-119(B)23=-123(8)24=-29(B)25=-29(B)26=-30(B) 26)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=9,1-2=-69,2-6=-166,7-11=-10 Horz:2-11=-9,6-7=-32 Concentrated Loads(Ib) Vert:20=-119(B)21=-119(B)23=-123(B)24=-29(B)25=-29(B)26=-30(B) 27)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=15,1-2=-69,2-6=-166,10-11=15,7-10=-10 Horz:2-11=-15,6-7=15 Concentrated Loads(Ib) Vert:20=-119(B)21=-119(B)23—123(B)24=-29(8)25=-29(B)26=-30(B) 28)Reversal:Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert:2-18=15,1-2=-69,2-6=-166,7-11=-10 Horz:2-11=-15,6-7=15 Concentrated Loads(Ib) Vert:20=-119(B)21=-119(B)23=-123(B)24=-29(B)25=-29(B)26=-30(B) MINIM ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 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 verily 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,see ANSIRPIl Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285679 17-033414 F05 ROOF SPECIAL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:53 2017 Page 1 ID:?Z4nklSfgNDsEgl_NGOhlOygyPQ-29rJh8K91 MajLjBPIQhEKfA5jzxA_WKBwILoyXySX_G 3-0-0 3[5.4 9.8-8 I 15-8-12 I 20-11-10 { 25-6-9 I 3-0-0 0-5-4 6-1-4 6-2-4 5-2-14 4-6-15 Scale=1:44.2 4x8 = 2x4 II 4x8= 4x5 = 1 2 3 4 22 5 6 7 23 8 r 0 N � C7, MI, FFI I _l \ i 20 19 18 15 14 13 12 10 9 2x4 = 4x8 = 4x8 = 3x6= 4x5 = 3x6= 2x4 3-0-0 3-5-4 9-6-8 15.8-12i 20-11-10 I 25-6-9 , 3-0-0 04. 6-1-4 6-2-4 5 2-14 4-6-15 Plate Offsets(X,Y)— 3:0-3-8,0-2-01,113:0-3-8.0-2-01[21:0-2-8.0-1-12] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.08 13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.76 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.03 13 >999 240 Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10,6-11,4-132-19,3-14:2x4 SP No.2 WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=626/Mechanical,16=1448/0-54,11=1928/0-5-8 Max Horz 16=-102(LC 8) Max Uplift 9=-189(LC 9),16=-495(LC 8),11=-448(LC 9) Max Gray 9=689(LC 18),16=1591(LC 18),11=2132(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=417/463,3-4=-1291/296,4-6=-140/529,6-7=-886/228,8-9=-325/99 BOT CHORD 16-17=-323/305,13-14=-304/301,11-13=-240/1317,10-11=-541/155,9-10=-274/870 WEBS 19-21=-326/230,7-9=-853/254,7-10=-470/157,6-10=-352/1453,6-11=-1494/404, 4-11=-1895/395,4-13=-448/179,3-13=435/1610,3-16=-1410/423,2-16=-204/274 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 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 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=189,16=495,11=448. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-150,18-20=-10,16-17=-10,9-15=-10 .11111.11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285680 17-033414 FO5G GABLE 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:54 2017 Page 1 ID:TZ4nklBfgNDsEgl_NGOhlOygyPQ-WMOhu ULnofiaztmbJ8CTt1)GSNMNj3eK9y5MU.jrSX_F 4 10-0-8 5-04 5-0-4 Scale=1.22.9 3x4 1�1 1 2 fes 3. \ _ I — r • 8 21 22 5 23 24 3x8 11 3x8 4 3x8 I I oT2- 504 1009 - 0 2- 4-9-t2 5.0.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-3, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=1596/0-5-8,4=1612/0-5-8 Max Horz 6=-181(LC 19) Max Uplift 6=-1377(LC 4),4=-1394(LC 5) Max Gray 6=1696(LC 2),4=1743(LC 2) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-1489/1327,1-2=-1563/912,2-3=-1563/912,3-4=-1475/1323 WEBS 1-5=-1026/1810,2-5=-1325/923,3-5=-1026/1808 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-6-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)Provide adequate drainage to prevent water ponding. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=1377,4=1394. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)222 lb down and 554 lb up at 0-1-12,355 lb down and 372 lb up at 1-11-12,355 lb down and 372 lb up at 3-11-12,355 lb down and 372 lb up at 5-11-12,and 355 lb down and 372 lb up at 7-11-12,and 221 lb down and 556 lb up at 9-10-12 on top chord,and 288 lb down and 108 lb up at 2-3-4,288 lb down and 108 lb up at 4-3-4,and 288 lb down and 108 lb up at 6-3-4,and 288 lb down and 108 lb up at 8-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard ISI a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1l-7473 me.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,not1111 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 Meek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285680 17-033414 FO5G GABLE 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:54 2017 Page 2 ID:7Z4nklBfgNDsEgl_NGOhlOygyPQ-W MOhuULnofiaztmbJ8CTI1jGSNMNj3eK9y5MU,jrSX_F LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,4-6=-20 Concentrated Loads(Pb) Vert:1=-222(F)3=-221(F)17=-355 18=-355 19=-355 20=-355 21=-142(F)22=-142(F)23=-142(F)24=-142(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' (`►� 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,see ANSIRPII Quality Criteria,DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285681 17-033414 F06 ROOF SPECIAL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:55 2017 Page 1 ID:?Z4nldBfgNDsEgl_NGOhIOygyPQ-_Yy36gLPYzrRa1 LotrjiP4FRCncTSPhTOcgvOQySX_E 3-0-0 3r5-4_ 9-7-0 15$ 5 12 20-11-11 259 3-0-0 0-5-4 6-1-12 6-1-12 5-2-15 4-6-14 Scale=1:44.2 4x8 2x4 II 4x8= 4x5 = 1 2 3 4 22 5 6 7 23 8 o I\ 4n 4,,I 15 20 19 18 15 14 13 12 1111 10 9 2x4 = 4x8 = 4x8= 3x6= 4x5 = 3x6= 2x4 II I 3-0-0 31 9-7-0 i 15-8-12 20-11-11 i 25-6-9 3-0-0 0-5-4 6-1-12 6-1-12 5-2-15 4-6-14 Plate Offsets(X.Y)— [3:0-3-8,0-2-0],[13:0-34.0-2-01[21:0-2-8.0-1-12] r LOADING (psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 60.0 I Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.08 13 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.00 BC 0.58 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.03 13 >999 240 Weight:130 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10,6-11,4-13,3-14,2-19:2x4 SP No.2 WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installation guide. REACTIONS. (lb/size) 9=625/Mechanical,16=1447/0-5-4,11=1930/0-5-8 Max Horz 16=100(LC 9) Max Uplift 9=-189(LC 9),16=-495(LC 8),11=-448(LC 9) Max Gray 9=687(LC 18),16=1590(LC 18),11=2135(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-430/470,3-4=-1312/301,4-6=-143/549,6-7=-900/234,8-9=-325/99 BOT CHORD 16-17=-334/313,13-14=-302/303,11-13=-246/1338,10-11=-561/158,9-10=-279/885 WEBS 19-21=-334/236,7-9=-864/258,7-10=-472/157,6-10=-360/1487,6-11=-1492/404, 4-11=-1936/405,4-13=-441/177,3-13=-440/1627,3-16=-1418/425,2-16=-193/275 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=189,16=495,11=448. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:1-8=-150,18-20=-10,16-17=-10,9-15=-10 1 l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. , Milt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply I - T12285682 17-033414 FO6G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:56 2017 Page 1 ID:TZ4nklBigNDsEgI_NGOhIOygyPQ-SkWSJ9M1JHzICBw RZExyHoYwBs2BvpddGaTZsySX_D 0-1-8 H I 1-3-0 p-0-11 ,_1-3-15 144th 10-9-131 I 1-5-8 0-1-8 Scale=1:34.6 1.5x3 = 1.5x3 = 8x8 = 4x5 = 3x6 FP= 3x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 o eor _o I26 \ AATA:/ \ 27 04 25 0 f tl �`d� [-o 24 22 21 20 19 18 17 76 15 1' 8x8 = 5x6 = 4x5 = 1.5x3 II 1.5x3 114x5 = 3x8= 5x6= 3x6 FP= I 2-0-0 2-1T8 4-9-0 I 6-2-7 4-10-717-6-718-5-12 I 10-11-12 I 13-5-12 I 16-1-4 17-8.4 I 20-5-4 _, 2-0-0 0-1-8 2-7-8 1-5-7 0-8-0 0-8-0 0-11-5 2-6-0 2-6-0 2-7-8 1-7-0 2-9-0 Plate Offsets(X,Y)-- [5:0-1-8.Edge],[6:0-1-8,Edge].[14:Edge.0-1-8],[24:Edge,0-1-8].[25:0-1-8.0-1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (bc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.04 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) 0.14 21-22 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.04 14 n/a n/a BCDL 5.0 Code FBC2014lTPI2007 Matrix-S1_ i Weight:133 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-9:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-22:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat)"Except* 2-24:2x4 SP No.1(flat) REACTIONS. (lb/size) 23=3104/0-5-8,16=888/0-3-8,14=1712/0-1-12 Max Gray 23=3105(LC 3),16=893(LC 4),14=1940(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-2286/0,13-14=-2001/0,2-3=0/2372,3-4=0/2372,4-5=0/1862,5-6=0/1485, 6-7=0/1236,7-8=0/873,8-10=0/678,10-11=0/909,11-12=0/501 BOT CHORD 23-24=-1597/0,22-23=-2128/0,21-22=-1485/0,20-21=-1485/0,19-20=-1485/0, 18-19=-1022/0,17-18=-728/0,16-17=-747/0,15-16=-909/0 WEBS 5-21=0/388,6-20=-474/0,11-16=-647/0,2-24=0/2784,2-23=-2431/0,4-23=-763/0, 4-22=0/676,5-22=-859/0,10-16=-339/213,8-18=-262/0,7-18=0/268,7-19=-385/0, 6-19=0/643,12-14=0/483,12-15=-583/0,11-15=0/653 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-13=-67 Concentrated Loads(Ib) Veil:1=-2246 13=-1987 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Veil:14-24=-7,1-13=-67 r.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. 1111Design 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 Ib 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss 'Truss Type Qty Ply T12285682 17-033414 FO6G 'Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:56 2017 Page 2 ID:9Z4nkIBfgNDsEgl_NGOhIOygyPQ-SkWSJ9M 1 JHzICBw_RZExyHoYwBs2BvpddGaTZsySX_D LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 13=-1987 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(lb) Vert:1=-2246 13=-1987 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(lb) Vert:1=-2246 13=-1987 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-224613=-1987 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(lb) Vert:1=-2246 13=-1987 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 13)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 14)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13=-1987 AWIONINNSATIMMINIEBNIM s _ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Tampa,FL 36610 Job Truss (Truss Type Qty Ply + T12285683 17-033414 1F07 ROOF SPECIAL 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:57 2017 Page 1 ID:724nkIBfgNDsEgl_NGOhIOygyPQ-xw4gXVNf4a59gKUA_GmAW Ln6bHuwJOmrwJ05JySX_C I 3-0-0 3r5-4 9-9-10 I 15-8-12 I 20-11-13 I 25-6-9 I 3-0-0 0-5.4 6-4-6 5-11-2 5-3-1 4-6-12 Scale=1:44.2 4x8 =- 2x4 2x4 I I 6x8= 3x8 = 1 2 3 4 22 5 6 7 23 8 Y D CI . H 0 lit o ►tel ► 20 19 18 15 14 13 12 11 10 11 9 2x4 4x8 6x8 3x6= 3x8 = 3x6= 2x4 3-0-0 9-9-10 15-8-12 I 20-11-13 25-6-9 a 3 0 0 0 6-4-6 5-11-2 5-3-1 4-6-12 Plate Offsets(X.Y)-- [3:0-3-8.0-3-01[6:0.3.8,0-1-8],[10:0-3-8.0-1-81 113:0-3-8.0-3-01[21:0-2-8.0-1-12] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL, in (loc) l/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.13 13-14 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.76 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.04 13 >999 240 Weight:129 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10,6-11,4-13,2-19,3-14:2x4 SP No.2 WEBS 1 Row at midpt 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer I Installationguide,__ REACTIONS. (lb/size) 9=619/Mechanical,16=1442/0-5-4,11=1941/0-5-8 Max Horz 16=-98(LC 8) Max Uplift 9=-188(LC 9),16=-493(LC 8),11=-449(LC 9) Max Gray 9=681(LC 18),16=1585(LC 18),11=2147(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-435/441,3-4=-1314/302,4-6=-154/610,6-7=-907/238,8-9=-322/99 BOT CHORD 16-17=-350/322,13-14=-280/299,11-13=-249/1340,10-11=-622/168,9-10=-282/892 WEBS 7-9=-868/261,7-10=484/159,6-10=-372/1556,6-11=-1478/400,4-11=-2005/422, 4-13=-409/169,3-13=-434/1600,19-21=-347/243,3-16=-1461/439,2-16=-138/264 NOTES- 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9=188,16=493,11=449. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-8=-150,18-20=-10,16-17=-10,9-15=-10 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M]Te 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,see ANSIITPl1 QualityCriteria,DSB-89 and BCSI Building Component ' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 p Tama,FL East6Blvd. Tampa,FL 36610 • Job ITruss Truss Type Qty IPly T12285684 , 17-033414 i FO7G Floor Girder I 1 1 Job Reference Optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:58 2017 Page 1 ID:?Z4nIdBfgNDsEgl_NGOhlOygyPQ-P7eCkrOHruDORU3MY_HP1itun ZXflhw4a3ZdlySX_B 0-1-8 H 1 _ 1-3-0 1-1-14 1-4-0 1 1-3-14 1 0-1-8 Scale:1/21=1' 1.5x3 1.5x3 II 1.5x3 II 1.5x3 1 2 3 4 5 8 7 8 9 o )4j, .i.I / • \ \ . l \\ -- q\I, \ / / \ /, / \\\\\ / O/ \6 I O/'1 � O x8 = 15e 14 13 11 12 11 3x6 = • 4-2-14 1 2-7-14 219/6 3-5-6 4-1-6 1 1 6-9-12 l 9-3-12 1 11-9-12 1 14-6-12 2-7-14 0-1-8 0-8-0 0-8-0 0-1-8 2-6-14 2-6-0 2-6-0 2-9-0 Plate Offsets(X.Y)— [1:Edge.0-1-8].[14:0-1-8,Edge,J.[15:0-1-8,Edge].[16:Edge.0.1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (bc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.13 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.20 13-14 >845 240 BCLL 0.0 I Rep Stress Incr NO I WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 I Matrix-S Weight:90 lb FT=20'%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=2511/0-1-12,10=521/0-8-0 FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-2044/0,2-3=-709/0,3-4=-709/0,4-5=-709/0,5-6=-1003/0,6-7=-908/0,7-8=-591/0 BOT CHORD 15-16=0/359,14-15=0/709,13-14=0/953,12-13=0/1007,11-12=0/808,10-11=0/360 WEBS 3-15=-389/0,2-16=-606/0,2-15=0/643,8-10=-607/0,8-11=0/417,7-11=-390/0,5-14=-434/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1987 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-9=-67 Concentrated Loads(Ib) Vert:1=-1987(F) 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-9=-67 Concentrated Loads(Ib) Vert:1=-1987(F) 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-4=-67,4-9=-13 Concentrated Loads(Ib) Vert:1=-1987(F) i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 11 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285684 17-033414 FO7G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:58 2017 Page 2 I D:?Z4nklBfgNDsEgl_NGOhlOygyPQ-P7eCkrOHruDORU3MY_HP1 itun_ZXflttw4a3ZdlySX_B LOAD CASE(S) Standard 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-3=-13,3-9=-67 Concentrated Loads(Ib) Vert:1=-1987(F) 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-4=-67,4-9=-13 Concentrated Loads(Ib) Vert:1=-1987(F) 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:10-16=-7,1-3=-13,3-9=-67 Concentrated Loads(Ib) Vert:1=-1987(F) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job ITruss Truss Type Qty Ply I 712285685 , 17-033414 F08 ROOF SPECIAL STRUCTU 1 1 Job Reference loptionall BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:59 2017 Page 1 ID:7Z4nkdBfgNDsEg1_NGOhIOygyPQ-tJCaxBOwcCLt3eeZ6hoeawQ6vOuROCL3JEo79BySX_A I 3-0-0 3-5-f 7-3-1 I 10-10-4 I 18-1-9 I 25-6-9 I 3-0-0 0-5-.' 3-9-13 3-7-4 7-3-4 7-5-0 Scale=1:44.5 4x8 = 3x4 = 3x4 = 4x8 = 5x6= 4x5= 1 2 3 4 5 33 6 7 34 8 :. w Y 4t� j 2 /4 2 NM a!!,,e18 r " y N di o ez e 0 0 R1 D' - 0 B ld 4x8 = 22 21 20 17 16 15 14 13 4x8 3x4= 3x4 = 3x6 = 3x4= 3x4 = 12 11 10 9 I 3-0-0 7-3-1 I 10-10-4 I 15-9-8 I 18-1-9 I 25-6-9 I 3 0 0 0 3-9-13 3-7-4 4-11-4 2-4-1 7-5-0 Plate Offsets(X.Y)— j6:0-0-0,0-1-121,16:0-3-0.Edgel,128:0-1-12.0-0-0].132:0-2-8.0-1-12] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (bc) l/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.19 14-15 >750 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.05 14-15 >999 240 Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, 6-8:2x6 SP 2400F 2.0E or 2x6 SP SS except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 5-11 5-14,3-16,2-21,4-15:2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation_quide,__ REACTIONS. All bearings 10-0-9 except(jt=length)18=0-5-4,12=0-3-8. (Ib)- Max Horz 18=-96(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 9=-147(LC 9),18=-534(LC 8), 11=-495(LC 9) Max Gray All reactions 250 lb or less at joint(s)10,12 except 9=378(LC 20), 18=1788(LC 18),11=2061(LC 19) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-515/729,3-4=-297/417,4-5=-1363/271,8-9=-387/133 BOT CHORD 18-19=-353/334,15-16=-218/1389,14-15=-380/2007,12-14=-380/2007,11-12=-380/2007 WEBS 5-11=-2222/465,7-11=-1498/449,8-11=-251/60,21-32=-348/255,16-18=-204/867, 3-18=-567/175,2-18=-517/353,4-16=-1920/486,4-15=-87/380,5-15=-716/238 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=26ft;eave=oft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-5-4 to 3-8-12,Interior(1)3-8-12 to 25-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 lb uplift at joint 9,534 lb uplift at joint 18 and 495 lb uplift at joint 11. LOAD CASE(S) Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MI building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285685 17-033414 F08 1ROOF SPECIAL STRUCTU 1 1 • , • Job Reference(optional) BMC. EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:18:59 2017 Page 2 ID:1Z4nIdBfgNDsEgl_NGOhlOyq yPQ-tJ CaxBOwcCLt3eeZ6hoeawQ6vOu ROCL 3J Eo79BySX_A LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:1-8=-150,20-22=-10,18-19=-10,9-17=-10 ,a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSI/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285688 " 17-033414 F08G Floor Girder 1 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:01 2017 Page 1 I D:7Z4 nkl Bfg N Ds Egl_NGOhIOygyPQ-piJ LMtQA8pbbJyox D6g6fLVQXCees9xMmYHE E4ySX_8 0-1-8 0-6-0 1-3-0 011-1? 9-9-1 0-1-8 Scale=1:59.5 8x8 = 1.5x3 = 1.5x3 = 4x5 = 3x6 FP= 4x5 = 3x6 FP= 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 \At I t'''' r-4 \4( V L 4/ ,:s, )\ ''.4.., 44 q., 04 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 8x8 = 3x6 FP=4x5 = 1.5x3 I I 3x6 = 4x5= 1.5x3 I I 4x8 = 5x6 = 1.5x3 I I 3x6 FP= 1.5x3 I I 2-0-02-1 4-9-0 7-3-0 10-11-12 13-5-12 16-1-4 18-8-12 21-2-12 23-8-12 27-3-0 29-9-0 32-3-0 35-0-0 2-0-00-18 2-7-8 2-6-0 3-8-12 I 2-6-0 I 2-7-8 2-7-8 I 2-6-0 2-6-0 II 3-6-4 I 2-6-0 I 2-6-0 I 2-9-0 Plate Offsets(X,Y)- [6:0-1-8,Edgej,[7:0-1-8.Edge1.115:0-1-8.Edgej.[16:0-1-8,Edge],[22:Edge.0-1-81.[41:Edge,0-1-8].L42:0-1-8.0-1-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (bc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.08 25-26 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) 0.14 36-37 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.05 32 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:217 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat)"Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-41:2x4 SP No.1(flat) REACTIONS. (lb/size) 40=3082/0-5-8,32=1132/0-3-8,22=2602/0-8-0 Max Gray 40=3158(LC 3),32=1140(LC 4),22=2626(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-41=-2284/0,21-22=-2054/0,2-3=0/2383,3-4=0/2383,4-5=0/1946,5-6=0/1577, 6-7=0/1348,7-8=0/1160,8-10=0/957,10-11=0/1048,11-12=0/1048,13-14=-782/0, 14-15=-1190/0,15-16=-1353/0,16-17=-1355/0,17-19=-1185/0,19-20=-763/0 BOT CHORD 40-41=-1599/0,38-40=-2148/0,37-38=-1759/0,36-37=-1348/0,35-36=-1348/0, 34-35=-1348/0,33-34=-1036/0,32-33=-894/0,30-32=-494/0,29-30=-60/510, 28-29=0/1041,27-28=0/1353,26-27=0/1353,25-26=0/1353,24-25=0/1332,23-24=0/1029, 22-23=0/483 WEBS 2-41=0/2788,2-40=-2459/0,4.40=-885/0,10-32=-360/120,4-38=0/702,5-38=-675/0, 5-37=0/497,6-37=-589/0,7-34=0/329,6-36=0/260,20-22=-702/0,12-32=-937/0, 20-23=0/503,12-30=0/744,19-23=-479/0,13-30=-727/0,19-24=0/281,13-29=0/519, 17-24=-265/0,14-29=494/0,14-28=0/322,15-28=-381/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-21=-67 mit A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. i Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285686 17-033414 FO8G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:01 2017 Page 2 I D:?Z4 nkl Bfg N D sEq I_N GOhlOyq yPQ-p iJ L MtQA8pbbJyox D6g6fLV QX Cees9xM mYH E E4ySX_8 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 21=-2031 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-11=-67,11-21=-13 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-67,3-11=-13,11-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-11=-67,11-21=-13 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-11=-67,11-21=-13 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-67,3-11=-13,11-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-11=-67,11-21=-13 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-7=-67,7-11=-13,11-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-67,3-6=-13,6-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 13)3rd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-16=-67,16-21=-13 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 14)4th chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-11=-67,11-15=-13,15-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 15)5th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-13,3-7=-67,7-11=-13,11-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 16)6th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:22-41=-7,1-3=-67,3-6=-13,6-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 17)7th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:2241=-7,1-3=-13,3-16=-67,16-21=-13 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 • Job Truss Truss Type !Qty 1Ply T12285686 17-033414 FO8G 'Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:01 2017 Page 3 ID:?Z4nklBfg NDsEgI_NGOhI OygyPQ-piJ LMIQA8pbbJyoxD6g6fLVQXCees9xMmYH E E4ySX_8 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 21=-2031 18)8th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:2241=-7,1-3=-13,3-11=-67,11-15=-13,15-21=-67 Concentrated Loads(Ib) Vert:1=-2246 21=-2031 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285687 17-033414 F09 FLAT 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:02 2017 Page 1 ID:TZ4nkIBfgNDsEgl_NGOhIOygyPQ-HutjaDRov7jSw6N8npLLBY2chc2WbZBVTCI nmWySX_7 4-2-12 I 9-1-10 I 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 3x4 = 3x4 II 2x4 II 3x8 = 3x4 II 1 2 11 12 3 4 13 14 9 7 3x4 = 8 2x4 II 3x6 = 3x8 = 4-0-04-J-4 --1 9-1-10 14-0-9 4-0-0 _ 0--1 4-10-14 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft Ltd PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.05 7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wlnd(LL) 0.02 7 >999 240 Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-115(LC 8) Max Uplift 6=-206(LC 9),8=-605(LC 8) Max Gray 6=742(LC 17),8=1677(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-418/470,3-4=-418/470,5-6=-347/118 BOT CHORD 7-8=-288/910,6-7=-288/910 WEBS 3-8=-781/246,4-8=-1428/475,4-6=-908/266,2-8=-557/470 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 206 lb uplift at joint 6 and 605 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Me. 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 MeV is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply 712285688 17-033414 F10 FLAT 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:03 2017 Page 1 I D:7Z4nklBfgNDsEgl_NGOhIOygyPQ-14R5nZSQgQrJYFyKLXsakmbnS?OiKONf ESmKJyySX_6 4-2-12I 9-1-10 I 14-0-9I I 4-2-12 4-10-14 4-10-15 Scale=1:23.5 354 = 3x4 II 2x4 II 3x8 = 3x4 II 1 2 11 12 3 4 13 14 5 I , cy f ® I �\ o f 9 7 3x4 = 8 2x4 II 3x6 = 3x8 = 4-0-0 4-2-12 9-1-10 __ I 14-0-9 I4-0-0 _ 0-2-12 4-10-14 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (bc) I/defl Lid PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.79 I Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.36 Vert(TL) -0.05 7 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 I Matrix-S Wind(LL) 0.02 7 >999 240 Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=114(LC 9) Max Uplift 6=-205(LC 9),8=-605(LC 8) Max Gray 6=742(LC 17),8=1677(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-421/473,3-4=421/473,5-6=-347/118 BOT CHORD 7-8=-289/917,6-7=-289/917 WEBS 3-8=-781/246,4-8=-1438/477,4-6=-913/268,2-8=-560/473 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.0psf;h=25ft;B=4511;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 605 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. l I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ab 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 temporaryand 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,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285689 17-033414 F1OG Floor Girder 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:06 2017 Page 1 I D:?Z4 nkl Bfg N DsEq I_N GOhl OygyPQ-Af7 E QaUJz L DtPjgvOfQH M OD I cD HQXQ u 5wq?_vHySX_3 0-1-8 _0-9-0 1-3-0 0-9-15 1-4-0 1-0-1 0-6-0 0-1-8 Scale:114-=1' 5x8 = 1.5x3 1.5x3 1.5x3 4x5 = 1.5x3 3x6 FP 4x5 4x5 = 10x16 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 a- . \\ III/►� 1 N 34 :l II \\ / \\ ... -TA' - \ / -_. ,\ //- \\ // \\ ��/ -. \ j IIIA ‘.1 II iN 33 . 11U to _ >_ :i_ xc �II �,�1 1 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 1.5x3 4x5 = 1.5x3 3x6 FP- 4x5 4x5 '= 6x8 - 5x6 10x20 MT2OHS 1-1-8 7-10-7 8-7-15 1-0-0 3-9-0 6-3-0 -7-2-7. 8-6-7 10-11-0 1 13-5-0 15-11-0 18-5-0 . 20-11-0 23-5-0 __26-0-8 26-2-0 28-2-0 1-0-0 2-7-8 2-6-0 0-11-7 0-8-0 2-3-1 2-6-0 2-6-0 2-6-0 2-6-0 2-6-0 2-7-8 0-1-8 2-0-0 0-1-8 0-8-0 0-1-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8),[5:0-1-8,Edge],[15:0-7-0,Edge],[18:Edge,0-1-8],[27:0-1-8,Edge],[35:0-1-8,0-0-$]_ LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.34 26-27 >871 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) -0.23 26-27 >999 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.06 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:177 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 9-17:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 18-25:2x4 SP No.2(flat) 10-0-0 oc bracing:31-32. WEBS 2x4 SP No.3(flat)*Except* 16-18:2x4 SP No.1(flat) REACTIONS. (lb/size) 31=3155/0-8-0,19=8250/0-5-8 Max Gray 31=3159(LC 3),19=8250(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-1979/0,1-2=0/1129,2-3=0/1129,3-4=0/938,4-5=-669/801,5-6=-1006/755, 6-7=-1006/755,7-8=-1402/736,8-10=-1426/798,10-11=-1232/923,11-12=-787/1116, 12-13=-101/1376,13-14=0/1702,14-15=0/2115,15-16=0/2099 BOT CHORD 30-31=-1023/0,29-30=-861/313,28-29=-755/1006,27-28=-755/1006,26-27=-732/1279, 24-26=-756/1466,23-24=-849/1385,22-23=-1009/1065,21-22=-1235/499,20-21=-1529/0, 19-20=-1884/0,18-19=-1385/0 WEBS 5-28=0/407,6-27=-35/298,15-19=-5156/0,1-31=-2515/0,3-31=-987/0,3-30=0/777, 4-30=-750/0,4-29=0/644,5-29=-816/0,14-19=-1183/0,14-20=0/961,13-20=-947/0, 13-21=0/745,12-21=-724/0,12-22=0/524,11-22=-506/0,11-23=0/306,10-23=-281/0, 7-26=-84/277,7-27=-626/47,16-18=0/2415,16-19=-2239/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 s ;� a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek8t 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 ll building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NI i lT 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,see ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285689 17-033414 F1OG Floor Girder 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:06 2017 Page 2 ID:7Z4nkl BigN Os E q I_NG OhlOygyPQ-Af7 EQaUJzLDtPjgvOfQ H M OD IcDHQXQu5wg7_vHySX_3 LOAD CASE(S) Standard 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:18-32=-7,1-2=-67,2-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-224617=-1956 15=-5164 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-15=-13,15-17=-67 Concentrated Loads(lb) Vert:1=-2246 17=-1956 15=-5164 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-15=-67,15-17=-13 Concentrated Loads(lb) Vert:1=-2246 17=-1956 15=-5164 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-6=-67,6-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-5=-13,5-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 13)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-6=-67,6-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 14)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-5=-13,5-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1956 15=-5164 U WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285690 17-033414 F11 FLAT 1 1 Job Reference(optional)._ BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 1711:19:07 2017 Page 1 ID:TZ4nkIBfgNDsEgl_NGOhIOygyPQ-eshcdwVxk1Lk1 tF5aNx WucITRdmaGgJ E9UkYS kySX_2 4-2-12 9-1-10 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 3x4 = 3x4 H 2x4 II 3x8 = 354 1 2 11 12 3 4 13 14 I ® 1 I 9 7 6 3x4 = 8 2x4 II 3x6 = 358 = 4-0-0 4-2-12 9-1-10 14-0-9 4-0-0 0-2-12 4-10-14 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0.05 7 >999 240 BOLL 0.0 * Rep Stress Incr NO WB 0.79 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:74 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-113(LC 8) Max Uplift 6=-205(LC 9),8=-605(LC 8) Max Gray 6=742(LC 17),8=1677(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-425/478,3-4=425/478,5-6=-347/118 BOT CHORD 7-8=-291/926,6-7=-291/926 WEBS 2-8=-565/477,3-8=-782/246,4-8=-1450/480,4-6=-920/269 NOTES- 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 605 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7173 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` IiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss !Truss Type Qty Ply T12285691 17-033414 1F12 FLAT 1 1 , I I ,Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:07 2017 Page 1 ID:424nklBfgNDsEgI_NGOhtOygyPQ-eshcdwVxkfLk1 tF5aNxWucITTdmSGgAE9UkYSkySX_2 4-2-12I 9-1-10 I 14-0-9 I4-2-12 4-10-14 4-10-15 Scale=1:23.5 3x4 = 3x4 II 2x4 II 3x8 = 3x4 II 1 2 11 12 3 4 13 14 (o c 1 \ J jN 1 9 7 6 [v 3x4 = 8 2x4 0 3x6 = 3x8 4.0.0 - 4-2-12 - 9-1-10 I 14-0-9 I4-0-0 0-2-12 4-10-14 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.03 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.05 7 >999 240 BCLL 0.0 * Rep Stress Ina. NO WB 0.80 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 I Matrix-S Wind(LL) 0.02 7 >999 240 Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-110(LC 8) Max Uplift 6=-205(LC 9),8=-604(LC 8) Max Gray 6=742(LC 17),8=1676(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=432/486,3-4=432/486,5-6=-348/119 BOT CHORD 7-8=-295/942,6-7=-295/942 WEBS 3-8=-783/246,4-8=-1472/486,4-6=-933/272,2-8=-572/484 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load noriconcurrent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 604 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 tU9�� a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. WIEN Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285692 17-033414 F12G ;FLOOR GIRDER 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:08 2017 Page 1 ID:?Z4nkIBfgNDsEgI_NGOhIOygyPQ-62F_gGVZUzTbe1 gH84SIRpIjH02??R4ON8U5_AySX_1 0-1-8 H I 1-3-0 I 1-0-4 1-4-0 0-7-12 Scale=1:20.7 1.5x3 I 1.5x3 = 1.5x3 1 2 3 4 5 6 17 18 7 19 8 . ,,,, ,, : i II i/ \ \ \ / — V �/ o \` `, I e - .o. b TT _- rib 14 13 12 11 10 9 3x6 = 1.5x3 H 3x6 = 2-9-0i 3-10-12 4-6-12 I 5-2-1254 7-3-0 I 9-9-0 12-6-0 2-9-0 1-1-12 0-8-0 0-8-0 0-1-8 1-10-12 2 2-9-0 Plate Offsets(X,Y)-- -13:0-1-8,Edgel.[12:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (bc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 ' TC 0.46 Vert(LL) -0.07 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.09 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO j WB 0.18 Holz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 i Matrix-S Weight:73 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:9-10. REACTIONS. (Ib/size) 15=454/0-5-8,9=447/Mechanical Max Uplift 9=-406(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-611/0,3-4=-844/0,4-5=-844/0,5-6=-908/0,6-7=-635/46 BOT CHORD 14-15=0/368,13-14=0/844,12-13=0/844,11-12=0/928,10-11=0/854,9-10=-176/405 WEBS 2-15=-550/0,2-14=0/386,3-14=-406/0,7-9=-608/264,7-10=0/376,6-10=-352/0, 5-12=-270/149 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 406 lb uplift at joint 9. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)130 lb down and 89 lb up at 10-2-0,1 lb down and 232 lb up at 10-6-4,and 1 lb down and 232 lb up at 11-6-12,and 4 lb down and 216 lb up at 124-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-15=-7,1-8=-67 Concentrated Loads(Ib) Vert:8=18(F)17=-94(F)18=34(F)19=34(F) a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job 1Truss Truss Type Qty Ply T12285693 • 17-033414 F13 FLAT 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:09 2017 Page 1 ID:?Z4nklBfgNDsEgI_NGOhlOygyPQaEoM2cWBFGbSGAPUhnz_1gtLQQjkk5XcoDlWcySX 0 I 4-2-12 9-1-10 I 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 2x4 I I 3x4 = 3x4= 3x8 = 3x4 I I 1 2 11 12 3 4 13 14 5 I ° I I I / N ° I / r el I e 1 e e , / 9 4x12 = 7 6 8 3x4 = 2x4 II 3x6 = I 4-0-0 4--112 9-1-10 I 14-0-9 _ 4-0-0 0--12 4-10-14 4-10-15 Plate Offsets(X.Y)— [9:0-48.0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.39 Vert(TL) -0.05 7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:85 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-8:2x4 SP No.3,2-9:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=656/Mechanical,8=1495/0-5-8 Max Horz 8=-103(LC 10) Max Uplift 6=-203(LC 9),8=-599(LC 8) Max Gray 6=743(LC 17),8=1663(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=422/456,5-6=-359/119 BOT CHORD 8-9=-449/439,7-8=-294/961,6-7=-294/961 WEBS 3-8=-1070/449,4-8=-1452/473,4-6=-958/276,3-9=477/540 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 203 lb uplift at joint 6 and 599 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 I a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITe 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,see ANSUTPI1 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Tampa,FL 36610 JI Job Truss Truss Type Qty Ply T12285694 17-033414 F13G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:10 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-2RMkFyXpOajJuK_gFVUDW EN3tgoCTMohrSzC22ySX_? 1-3-0 1-5-15 _ 1-4-0 1-3-1 0ijI8 Scale=1:18.0 1 2 3 4 5 6 i i 13 ° 1.5x3 = 123x6 — 11 10 9 8 1.5x3 II 1.5x3 II 5x6 = 2-9-0 4-4-7 5-0-7 5-8-7 7-1-0 9-10-0 2-9-0 1-7-7 0-8-0 0-8-0 1-4-9 2-9-0 Plate Offsets(X,Y)-- [1.Edge,0-1-81,13:0-1-8.Edge].[4:0-1-8.Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud ' PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.02 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.03 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:64 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=365/Mechanical,7=2365/0-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-2050/0,2-3=-362/0,3-4=-487/0,4-5=-394/0 BOT CHORD 10-11=0/487,9-10=0/487,8-9=0/487,7-8=0/295 WEBS 2-12=-420/0,5-7=-383/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Load case(s)1,2,3,4,5,6 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=-7,1-6=-67 Concentrated Loads(Ib) Vert:6=-2031 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=-7,1-6=-67 Concentrated Loads(Ib) Vert:6=-2031 3)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=-7,1-4=-67,4-6=-13 Concentrated Loads(Ib) Vert:6=-2031 4)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 ,: Maw WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek9t 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285694 , 17-033414 F13G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19.10 2017 Page 2 ID:?Z4nldBigNDsEgl_NGOIiIOygyPQ-2RMkFyXpOajJuK.gFVUDW EN3tgoCTMohrSzC22ySX_? LOAD CASE(S) Standard Uniform Loads(plf) Vert:7-12=-7,1-3=-13,3-6=-67 Concentrated Loads(Ib) Vert:6=-2031 5)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=-7,1-4=-67,4-6=-13 Concentrated Loads(lb) Vert:6=-2031 6)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-12=-7,1-3=-13,3-6=-07 Concentrated Loads(Ib) Vert:6=-2031 Y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 • Job Truss Truss Type City Ply T12285695 17-033414 F14 FLAT 1 1 I 1 Job Reference(optional' - BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:11 2017 Page 1 ID:7Z4nklBigNDsEgl_NGOhIOygyPO-W dw6TIYRnusAVUZspCOS3Sw7dE6LCeFg36iIbVySX_ I 4-2-12 9-1-10 I 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 4x8 =- 2x4 2x4 II 2x4 II 3x8 = 3x6 II 1 2 11 12 3 4 13 14 5 o 0 . 0 t7 'I'I e = e F 9 7 6 // 3x4 = 8 2x4 II 3x6 = 3x8= 4-0-0 4• -1 9-1-10 14-0-9 I-- 4-0-0 0- -1 4-10-14 4-10-15 Plate Offsets(X,Y)-- [10 0-2-8,0-1-121_ LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.80 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=106(LC 9) Max Uplift 6=-204(LC 9),8=-604(LC 8) Max Gray 6=741(LC 17),8=1676(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-422/470,3-4=-422/470,5-6=-352/121 BOT CHORD 8-9=-261/270,7-8=-301/970,6-7=-301/970 WEBS 3-8=-833/271,4-8=-1474/464,4-6=-951/276,8-10=-751/647 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 204 lb uplift at joint 6 and 604 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 I a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIQ Quality Criteria,D58-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285696 17-033414 1F14G FLOOR GIRDER 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:12 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhlOyqyPQ-_pUVgeY3YB_17e83NwXhbfSQ9eXwxFpzlmSJ6xyS Wzz 0-1-8 I-1 I 1-0-0 0 6-0—1 I 1-3-0 I 0-3-8 3x4 6x8 = Scale=1:12.3 11.5x3 2 3 3x4 4 5 14 6 3x4 T4` 13 1.5x3 = o 1.5x3 = _ / i 12 - • " 10 3x4 = 1.5x3 11 1.5x3 I I 9 8 7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 6x8 = 3x6 = 3-6-0 3-3-0 5-3-8 - 3-3-0 5-1-8 1-9-8 0-1-8 Plate Offsets(X,Y)— [2:0-14,Edd e],[3:0-1-8.Edge].[4:0-1-8.Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 10.0 I Lumber DOL 1.00 BC 0.10 i Vert(TL) -0.00 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:42 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=-11/Mechanical,8=690/0-5-8 Max Uplift 7=-44(LC 3) Max Gray 7=139(LC 4),8=690(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-8=-278/0,5-8=-585/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)349 lb down at 4-1-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-11=-7,1-6=-67 Concentrated Loads(lb) Vert:14=-314(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285697 17-033414 F15 FLAT 1 1 - Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:13 2017 Page 1 ID:TZ4nkdBigNDsEgl_NGOhIOygyPQ-T72tu_ZiJV6ulojFwd2w8t?Tz1 negYc7XQBseNyS Wry 4-2-12 9-1-10 � 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 4x8 = 2x4 H 2x4 H 3x8 = 4x5 1 2 11 12 3 4 13 14 5 0 c o I o e 0 N lel I ° I I e ) 9 7 8 3x4 = 8 2x4 I I 3x8 = 3x8 = 4-0-0 _ 4,212 9-1-10 14-0-9 4-0-0 0--2 2 4-10-14 _ 4-10-15 Plate Offsets(X,Y)-- [5.Edge,0-3-8),(10:0-2-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 60.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.05 6-7 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-103(LC 8) Max Uplift 6=-203(LC 9),8=-603(LC 8) Max Gray 6=741(LC 17),8=1675(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-428/477,3-4=-428/477,5-6=-352/121 BOT CHORD 8-9=-272/282,7-8=-305/988,6-7=-305/988 WEBS 3-8=-836/272,4-8=-1496/469,4-6=-964/279,8-10=-769/664 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 203 lb uplift at joint 6 and 603 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 36610 • Job Truss Truss Type 1Qty Ply T12285698 117-033414 F15G FLAT GIRDER 1 3 1Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:13 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGONOygyPQ-T?2tu_ZiJV6ulojFwd2w8t?gO1 swgg?7XQBseNyS Wry 3-10-9 I 7-7-7 11-6-0 3-10-9 3-8-13 3-10-9 Scale=1:19.3 2x4 II 4x8 = 2x4 1 5x8 2 3 4 =1 Ji 7 8 5 4x8 = 2x4 II 2x4 II 4x5 3 10 9 7-7-7 11-6-0 3-10-9 3-8-13 3-10-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.04 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=820/0-8-0,5=718/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-739/0,1-2=-1710/0,2-3=-1710/0 BOT CHORD 6-7=0/1519,5-6=0/1519 WEBS 1-7=0/1693,2-7=-673/0,3-5=-1513/0 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-100,5-8=-10 Concentrated Loads(Ib) Vert:2=-306 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-100,5-8=-10 Concentrated Loads(Ib) Vert:2=-306 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek8t connectors.This design is based only upon parameters shown,and is for an individual building component,not111111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek. 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,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285699 17-033414 F16 (FLAT 1 1 , Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:14 2017 Page 1 ID:TZ4nkIBfgNDsEgl_NGOhlOygyPQ-xCcF5JaK4pEIMyIRU LZ9h4YeZR7iP7jGm3xQAgyS Wzx 4-2-12I 9-1-10 14-0-9 i 4-2-12 4-10-14 4-10-15 Scale=1:23.5 2x4 II 4x8 = 2x4 II 3x8 = 4x5 II 1 2 11 12 3 4 13 14 5 0 �, s rn N e o o I Xx l 9 X 7 6 3x4 = 8 2x4 II 3x6 = 3x8 = I 4-0-0 412-12 9-1-10 14-0-9 _ 4-0-0 0-2-12 4-10-14 _ 4-10-15 Plate Offsets(X.Y)— 15:Edge,0-3-81[10:0-2-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.47 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Holz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. J REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-101(LC 10) Max Uplift 6=-203(LC 9),8=-603(LC 8) Max Gray 6=740(LC 17),8=1675(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=434/484,3-4=434/484,5-6=-354/122 BOT CHORD 8-9=-283/294,7-8=-309/1007,6-7=-309/1007 WEBS 8-10=-788/681,3-8=-839/273,4-8=-1518/473,4-6=-977/282 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psi 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 203 lb uplift at joint 6 and 603 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 I r m..ii• WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.Thi s 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 Ihis design into the overall 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285700 , 17-033414 F16G (Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:16 2017 Page 1 ID:?Z4nkIBfgNDsEgi_NGOhIOygyPQ-taj?W?cacQUTcFRgcmbdmVdzHFiAtviZDNQ W FiyS Wzv 0-1-8 H 1-3-0 1 0 3f 1-3-15 I I 1-4-0 0-9-131 1-5-8 I 0-1-8 Scale=1:36.3 10x12 MT2OHS=- 1.5x3 1.5x3 = 1.5x3 II 1.5x3 = 8x8= 4x5= 4x5= 3x6 FP= 3x6= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 e e 4. /\\4o,i . 27 / a / 3z 28 \I \\ \ 1, 4/ 28 e \ \ e e v G k 25 24 23 22 21 20 19 18 17 16 15 14 8x8 = 8x12 = 4x5 = 1.5x3 II 1.5x3 II 3x6 = 3x6 = 3x6 FP= 4x5 = 3-1-8 I 2-9-03i0-pl 5-9-0 7-2-7 7-10.718,6-7 1 9-5-12 1 11-11-12 1 14-5-12 17-1-4 18-8-4 I 21.64 2-9-0 0-3b 2-7-8 1-5-7 0-8-0 0-8-0 0-11-5 2-6-0 2-6-0 2-7-8 1-7-0 2-9-0 0-1-8 Plate Offsets(X,V)- [3 0-3-0,Edge].[5.0-1-8,Edge],[6:0-1-8,Edge],[25:Edge,0-1-8],126:0-1-8,0-1-8] I LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 i Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.03 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) 0.17 21-22 >992 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) -0.05 14 n/a n/a BCDL 5.0 1 Code FBC2014/TPI2007 Matrix-S Weight:139 lb FT=20%F,11%E I LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-10:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat)"Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-22:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat)*Except* 2-25,3-24:2x4 SP No.1(flat) REACTIONS. (lb/size) 16=727/0-3-8,23=3340/0-5-8,14=-276/0-1-12 Max Uplift 14=-381(LC 3) Max Gray 16=738(LC 4),23=3342(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-2281/0,2-3=0/3194,3-4=0/3641,4-5=0/2924,5-6=0/2370,6-7=0/1989, 7-8=0/1407,8-9=0/974,9-11=0/976,11-12=0/570 BOT CHORD 2425=-1605/0,23-24=-3641/0,22-23=-3297/0,21-22=-2370/0,20-21=-2370/0, 19-20=-2370/0,18-19=-1654/0,17-18=-1158/0,16-17=-934/0,15-16=-976/0, 14-15=-287/0 WEBS 5-21=0/547,6-20=-668/0,3-23=-2379/0,11-16=-647/0,2-25=0/2799,2-24=-2866/0, 3-24=0/2277,4-23=-934/0,4-22=0/876,5-22=-1163/0,9-16=-149/409,9-17=-400/0, 8-17=0/427,8-18=448/0,7-18=0/446,7-19=-007/0,6-19=0/960,12-14=0/486, 12-15=-583/0,11-15=0/652 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 381 lb uplift at joint 14. 6)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-13=-67 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Oty Ply T12285700 17-033414 F16G Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:16 2017 Page 2 ID:?Z4nklBfgNDsEgl_NGOhlOyqyPQ-taj?W?cacQUTcFRgcmbd mVdzHFiAtviZDNOWFiyS Wzv LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2246 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) Vert:14-25=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 14)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-25=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type 'Qty Ply 712285701 17-033414 F17 FLAT 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:16 2017 Page 1 ID:7Z4nIdBfgNDsEgl_NGOhIOygyPQ-taj7W 7cacQUTcFRgcmbdmVdzvFo_tu3ZDNQW FIySWzv I 4-2-12 9-1-10 I 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 4x8 = 2x4 H 2x4 H 3x8 = 4x5 II 1 2 11 12 3 4 13 14 5 -__\ 0 es e I o c o- i 9 K 7 6 3x4 = 8 2x4 3x6= 3x8 = 4-0-0 41212 9-1-10 I 14-0-9 _1 4-0-0 0-2-12 4-10-14 4-10-15 Plate Offsets(X.Y)— (5 Edge,0-3-8Jj10:0-2-8.0-1-12]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud I PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.00 BC 0.48 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 * I Rep Stress Incr NO WB 0.82 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 I Code FBC2014/TPI2007 Matrix-S Wind(LL) 0.02 7 >999 240 Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-99(LC 8) Max Uplift 6=-202(LC 9),8=-602(LC 8) Max Gray 6=740(LC 17),8=1675(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-441/491,3-4=441/491,5-6=-355/122 BOT CHORD 8-9=-295/307,7-8=-313/1027,6-7=-313/1027 WEBS 3-8=-842/275,4-8=-1542/478,4-6=-992/285,8-10=-808/701 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=3.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 6 and 602 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Muck®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 !Ariel(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285702 17-033414 F17G Floor Girder 2 1 , , I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:18 2017 Page 1 ID:7Z4NclBigNDsEgl_NGOhlOygyPQ-pzrmxhdg8l kArZbCjAe5rwiOc2X2LtgsghvdJbySWzt 0-1-8 H I 1-3-0 I 1-1-14I I 1-4-0 I I 1-3-14 I 0-1-8 Scale=1:26.7 1.5x3 = 1.5x3 H 1.5x3 I I 1.5x3 = 1 2 3 4 5 6 7 8 98x8 = 10 �\ �� $ \ \\ �/ // \ f 400 20 19 17 16 15 14 13 * 11 3x6 = 3x6 = 8x8= 3-5-6 4-2-14 F 2-7-14 2 14-1.6 I I 6-9-12 I 9-3-12 I 11-9-12 i 14-54 14-511z 16-0-12 1 2-7-14 0-14 0-8-0 2-6-14 2-6-0 2-6-0 2-7-8 0-9.8 1-6-0 0-8-0 0-1-8 Plate Offsets(X.Y)-- [1:Edge,0-1-8].[11:Edge.0-1-8].[16:0-1-8.Edge].[17:0-1-8.Edge].[19:0-1-8.0-1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 1 TC 0.60 Vert(LL) -0.13 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 I BC 0.31 Vert(TL) 0.12 15-16 >999 240 BCLL 0.0 Rep Stress Ina NO ! WB 0.50 Horz(TL) -0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 1 Matrix-S Weight 103 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat)"Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11:2x4 SP No.1(flat) REACTIONS. (lb/size) 18=315/0-1-12,12=2879/0-8-0 Max Uplift 18=-67(LC 4) Max Gray 18=319(LC 3),12=2879(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-11=-2072/0,2-3=-344/178,3-4=-344/178,4-5=-344/178,5-6=-256/484,6-7=0/775, 7-8=0/1146,8-9=0/1585 BOT CHORD 16-17=-178/344,15-16=-349/357,14-15=-616/135,13-14=-949/0,12-13=-1350/0, 11-12=-1585/0 WEBS 9-12=-2173/0,2-18=-342/106,2-17=-211/260,8-12=-844/0,8-13=0/662,7-13=-647/0, 7-14=0/440,6-14=-423/0,6-15=0/274,5-15=-280/0,5-16=46/327,9-11=0/2606 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 67 lb uplift at joint 18. 5)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-10=-67 Concentrated Loads(Ib) Vert:10=-2039 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-10=-67 Concentrated Loads(lb) Veil:10=-2039 j411 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss (Truss Type Qty Ply T12285702 17-033414 F17G Floor Girder 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:18 2017 Page 2 ID:TZ4nklBigNDsEgl_NGOhlOygyPQ-pzrmxhdg8l kArZbCjAe5rwiOc2X2LtgsghvdJbySWzt LOAD CASE(S) Standard 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2039 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2039 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2039 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2039 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-4=-67,4-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2039 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-3=-13,3-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2039 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-4=-67,4-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2039 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-3=-13,3-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2039 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component , 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285703 17-033414 F18 FLAT 1 1 , Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:19 2017 Page 1 ID:1Z4nklBfgNOsEgl_NGOhIOygyPQ-H9P881 eSvLs1TjAPHu9LO8FU_SgU4EfTvLeBs1 ySWzs 4-2-12 9-1-10 14-0-9 4-2-12 4-10-14 4-10-15 Scale=1:23.5 4x8 = 2x4 I I 2x4 I I 3x8 = 4x5 I I 1 2 11 12 3 4 13 14 5 0 0 N — ® O O I ® tr F 9 7 6 /y 3x4 = 8 2x4 II 3x6 = 3x8 =- 4-0-0 4-0-0 4,2-2 9-1-10I 14-0-9 4-0-0 0-2-12 4-10-14 4-10-15 Plate Offsets(X,Y)-- j5:Edge,0-3-8].[10:0-2-8.0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.06 6-7 >999 240 BCLL 0.0 * Rep Stress Incr NO j WB 0.83 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 j Matrix-S Wind(LL) 0.02 7 >999 240 Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6,2-9:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=652/Mechanical,8=1509/0-5-8 Max Horz 8=-97(LC 8) Max Uplift 6=-202(LC 9),8=-602(LC 8) Max Gray 6=740(LC 17),8=1674(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-448/499,3-4=-448/499,5-6=-356/122 BOT CHORD 8-9=-309/322,7-8=-318/1047,6-7=-318/1047 WEBS 3-8=-845/276,4-8=-1567/483,4-6=-1007/289,8-10=-829/721 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=3.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-3-0 to 3-3-0,Interior(1)3-3-0 to 13-10-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 6 and 602 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-30,2-5=-150,6-9=-10 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notMI ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wel( l( 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type 1 Qty 1 Ply T12285704 • 17-033414 F19 Half Hip 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 S Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:19 2017 Page 1 ID:TZ4nklBfgNDsEgi_NGOhlOygyPQ-H9P881eSvLs1TIAPHu9LO8FZ1 Sui4P??vLeBs1 ySWzs I 2-6-0 7-7-0 2-6-0 5-1-0 0.25 112 Scale=1:14.9 6x8= 2x4 1 4x5 2 7 a 62x4 5 3x6 = 3x4 = 2-6-0 217 0 7-7-0 2-6-0 0-1-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-7-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=153/Mechanical,5=431/0-5-8 Max Horz 5=94(LC 9) Max Uplift 4=-92(LC 9),5=-327(LC 8) Max Gray 4=318(LC 17),5=838(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-272/237,3-4=-330/177 BOT CHORD 4-5=-282/372 WEBS 1-5=-270/295,2-5=-578/316,2-4=-339/270 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=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-6-0,Interior(1)2-6-0 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint 4 and 327 lb uplift at joint 5. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,4-6=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FkJ Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type - Qty Ply -- - T12285705 17-033414 1F20 Half Hip Structural Gable 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:20 2017 Page 1 ID:?Z4nkdBfgNDsEgl_NGOhIOygyPQ-IMzWMNf5gf u4tlbrbgawLojhsD?po498?OkOTySWzr 0-6-0 I 7-7-0 0-6-0 7-1-0 5x6 = 0.25 12 2x4 II Scale=1:15.5 4x5 = ' X 8 9 >c1 i T �� fC � Yom, ( k X X X 62x4 II ,/ K,>',.(//'X''''/NC').:,, x X' W., / < ,x J k , }X, 3x4= 2x4 I I 5 2x4 II 4 3 I 2-7-0 I 3-9-8 I 7-7-0 I 2-7-0 1-2-8 3-9-8 Plate Offsets(X.Y)-- [1:0-1-12.0-2-12].[4:0-2-0.0-0-8] LOADING (psf) f SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.01 3-4 >999 240 MT20 244/190 TCDL 10.0 I Lumber DOL 1.15 BC 0.28 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except* TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. 1-2:2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer I OTHERS 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 3=22/5-0-0,4=486/5-0-0,5=76/0-3-8 Max Horz 4=-90(LC 8) Max Uplift 3=-26(LC 9),4=-318(LC 8),5=-105(LC 8) Max Gray 3=78(LC 17),4=961(LC 18),5=134(LC 18) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-089/1082 WEBS 1-4=-1173/720,2-4=-1209/809 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 3,318 lb uplift at joint 4 and 105 lb uplift at joint 5. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 141111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty IPly I T12285705 17-033414 F20 Half Hip Structural Gable 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:20 2017 Page 2 ID:?Z4n1dBfgNDsEgl_NG O hl OygyPQ-IMz W MN(5gf_u4llbrbgawLojhsD?po4987Ok OTyS W zr LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-60,3-6=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 ray.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 r� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" iTe 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285706 17-033414 F21 Floor 10 1 i Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:21 2017 Page 1 ID:?Z4nklBfgN DsEgl_NGOhlOygyPQ-EYXuZjfjRy61i0KnOJBpTZKpcGOwYC?INf7HwwyS Wzq 0-1-8 H I 1-3-0 9.6-( I 1-3-15 I I 1-4-0 0 9 131 1-5-8 __ 0-1-8 Scale=1:34.6 1.5x3 = 1.5x3 II 1.5x3 = 8x8 = 4x5 = 3x6 FP- 3x6 - 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 26 a27 \;/ *'-': --../ 25 �e' .4 Iva e e ! / \ / \ '\ ► e �`e� ,• E 24 „ 22 21 20 19 18 17 1.6- 15 1 8x8= 5x6 = 4x5 = 1.5x3 II 1.5x3 114x5 = 3x6= 3x6= 3x6 FP= I 2-0-0 2-![8 4-9-0 1 6-2-7 6-10-7 7-6-7 8-5-12 10-11-12 I 13-5-12 16-1-4 17-8-4 20-5-4 2-0-0 0-'1-8 2-7-8 1-5-7 0-8-0 0-8-0 0-11-5 2-6-0 2-6-0 2-7-8 1-7-0 2-9-0 Plate Offsets(X.Y)— [5:0-1-8,EdoJ,-j6:0-1-8.Edge1.(24_Edae,0-1-8[,[25:0-1-8,0-1-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.04 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) 0.14 21-22 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) -0.04 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:133 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-9:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat)•Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-22:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat) WEBS 2x4 SP No.3(flat)*Except* 2-24:2x4 SP No.1(flat) REACTIONS. (lb/size) 23=3104/0-5-8,16=861/0-3-8,14=-247/0-1-12 Max Uplift 14=-352(LC 3) Max Gray 23=3105(LC 3),16=866(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-2286/0,2-3=0/2372,3-4=0/2372,4-5=0/1863,5-6=0/1487,6-7=0/1238, 7-8=0/876,8-10=0/682,10-11=0/913,11-12=0/529 BOT CHORD 23-24=-1597/0,22-23=-2128/0,21-22=-1487/0,20-21=-1487/0,19-20=-1487/0, 18-19=-1024/0,17-18=-731/0,16-17=-751/0,15-16=-913/0,14-15=-266/0 WEBS 5-21=0/388,6-20=-473/0,11-16=-620/0,2-24=0/2784,2-23=-2431/0,4-23=-762/0, 4-22=0/675,5-22=-858/0,10-16=-339/213,8-18=-262/0,7-18=0/267,7-19=-385/0, 6-19=0/641,12-14=0/450,12-15=-549/0,11-15=0/616 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 352 lb uplift at joint 14. 5)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2246 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 NOM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285706 17-033414 F21 Floor 10 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:21 2017 Page 2 I D:?Z4nkiBfgNDsEgl_NGOhlOygyPQ-EYXuZjfjRy6Ii0KnOJ BpTZKpcGOwYC?INf7HwwyS Wzq LOAD CASE(S) Standard Uniform Loads(plf) Vert:14-24=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2246 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-13=-67 Concentrated Loads(Ib) Vert:1=-2246 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-11=-67,11-13=-13 Concentrated Loads(Ib) Vert:1=-2246 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 13)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-13,3-6=-67,6-11=-13,11-13=-67 Concentrated Loads(Ib) Vert:1=-2246 14)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-3=-67,3-5=-13,5-13=-67 Concentrated Loads(Ib) Vert:1=-2246 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285707 17-033414 'F22 Floor 4 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:23 2017 Page 1 ID:TZ4nldBfgNDsEgl_NGOhl Oyq yPQ-Axff_Ohzya MTx KUAW kDHY_QCG36b06YbgzcO?oyS Wzo 0-1-8 0-6-0 0-4-0 H11 3 01 1 11-3-15111-4-0 I 070, 9H I-I 11 4-0 1 tH3-74/ 0-1-8 Scale=1:59.5 8x8 = 1.5x3 = 6x8 = 1.5x3 = 3x6 FP= 3x6 = 1.5x3 1' 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 18 19 20 21 22 O 44 B�1 " r-`frill - _\\ n �\//� \ f a 45 N 43 _z A110 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 8x8 3x6 FP - 1.5x3 6x8 3x6 1.5x3 5x8 = 5x6 = 1.5x3 3x6 FP 16-2-12 7-6-7 16-1-4 23-10-194-8-2 i 2-0-0 2-i1-8 4-9-0 6-2-7 6110-7 3-10-15 1 ' r -1 tr 1-10- 3-2-1 r r r r r 2-0-0 0-11-6 2-7-8 1-5-7 0-8-0 1-4-8 2-6-0 2-6-0 2-0-13 0- .1-7-0 2-7-8 1-4-14 1-4-8 ' 0--8 2-6-14 2.8-0 2-6-0 2-9-0 0-8-0 0-1-8 0-8-0 _. Plate Offsets(X,Y)-- [5 0-1-8,Edge],[6:0-1-8,Edge],[15:0-1-8,Edge],[23:Edge,0-1-8],[27:0-1-8,Edge],[42:Edge,0-1-8],[43:0-1-8,0-1-8] LOADING (psf) SPACING- 1-4-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.13 26-27 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.20 26-27 >851 240 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) -0.04 30 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:221 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-10:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31(flat) except end verticals. BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 40-42:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat)°Except* 2-42:2x4 SP No.1(flat) REACTIONS. All bearings 0-3-8 except(jt=length)41=0-5-8,23=0-8-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)except 30=-196(LC 3) Max Gray All reactions 250 lb or less at joint(s)except 41=3096(LC 3),33=938(LC 16),30=499(LC 5),23=2765(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 142=-2286/0,22-23=-2270/0,2-3=0/2369,3-4=0/2369,4-5=0/1871,5-6=0/1499, 6-7=0/1195,7-8=0/860,8-9=0/763,9-11=0/996,11-12=0/996,12-13=0/562, 14-15=-389/0,15-16=-779/0,16-17=479/0,17-18=-1070/0,18-19=-978/0, 19-21=-664/0 BOT CHORD 4142=-1597/0,39-41=-2137/0,38-39=-1499/0,37-38=-1499/0,36-37=-1499/0, 35-36=-994/0,34-35=-728/0,33-34=-855/0,32-33=-844/0,30-32=-312/0,28-29=0/779, 27-28=0/779,26-27=0/1017,25-26=0/1077,24-25=0/878,23-24=0/435 WEBS 5-38=0/353,6-37=-346/0,15-28=0/274,14-30=-534/0,2-42=0/2786,2-41=-2418/0, 4-41=-738/0,4-39=0/677,5-39=-852/0,6-36=0/551,7-36=-362/0,9-33=-352/142, 13-30=0/478,13-32=-583/0,12-32=0/592,12-33=-657/0,15-29=-715/0,14-29=0/573, 21-23=-607/0,21-24=0/414,19-24=-386/0,17-27=-412/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 196 lb uplift at joint 30. 4)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-22=-67 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,no1I• 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,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type i Qty Ply T12285707 17-033414 F22 Floor 4 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:23 2017 Page 2 ID:?Z4nklBfgNDsEgl_NGOhiOygyPQ-Axff OhzyaMTxKUAWkDHY_QCG36b06YbgzcO?oySWzo LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 22=-2246 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-22=-67 Concentrated Loads(lb) Vert:1=-2246 22=-2246 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-11=-67,11-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00.Plate Increase=1.00 Uniform Loads(plf) Vert:2342=-7,1-3=-13,3-14=-67,14-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:2342=-7,1-11=-13,11-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-67,3-11=-13,11-14=-67,14-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 7)5th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:2342=-7,1-3=-13,3-11=-67,11-14=-13,14-22=-07 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-11=-67,11-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-14=-67,14-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-11=-13,11-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 11)9th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-67,3-11=-13,11-14=-67,14-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 12)10th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-11=-67,11-14=-13,14-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 13)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-6=-67,6-11=-13,11-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 14)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-67,3-5=-13,5-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 15)3rd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:2342=-7,1-3=-13,3-16=-67,16-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 16)4th chase Dead+Floor Live(unbalanced):Lumber Increase=1.00.Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-14=-67,14-15=-13,15-22=-67 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 '�, Job !Truss Truss Type Qty Ply T12285707 17-033414 IF22 Floor 4 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:23 2017 Page 3 ID.?24nkIBfgNDsEgl_NGOhIOygyPQ-Axff_OhzyaMTxKUAW kDHY_QCG36b06YbgzcO?oyS Wzo LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 22=-2246 17)5th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-6=-67,6-11=-13,11-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 18)6th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-67,3-5=-13,5-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 19)7th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-16=-67,16-22=-13 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 20)8th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:23-42=-7,1-3=-13,3-14=-07,14-15=-13,15-22=-67 Concentrated Loads(Ib) Vert:1=-2246 22=-2246 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 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 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285708 17-033414 F23 Floor 4 1 I Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:24 2017 Page 1 ID:?Z4nkIBigNDsEgl_NGOhlOygyPQ-e7C 1 BkibjtUKZU3M4RIW5ByQITVUIZMI3dMxXEySWzn 0-1-8 H I 0-9-0 1 1 0-9-15 I 1-3-0 I I 1-4-0 I I 1-1-12 01178 Scale I=1:21.1 5x8 = 1.5x3 = 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 4 5 6 7 8 e e a e 8 19 0 0 \ N 7 0 e ' . - c o �� ®I 16 5 14 13 12 11 10 1.5x3 II 5x6 = 1.5x3 I I 1.5x3 II 3x6= 1-3-0 1 1-0-0 11-81 3-3-15 5-9-15 I7-2-7 1 7-10-7 1 8-6-7 9-9-11 12-6-11 I 1-0-0 0-1-8 2-0-15 2-6-0 1-4-8 0-8-0 0-8-0 1-3-4 2-9-0 0-1-8 Plate Offsets(X,Y)-- [1:Edge 0-1-8],[5:0-1-8,Edge],[6:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 j CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.04 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) 0.10 12-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 ICode FBC2014/TPI2007 Matrix-S _ Weight:85 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:15-16. REACTIONS. (lb/size) 9=221/0-3-8,15=2919/0-8-0 Max Uplift 9=-77(LC 3) Max Gray 9=223(LC 4),15=2919(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/1124,2-3=0/1124,3-4=0/813,4-5=0/499,5-6=-148/297 BOT CHORD 14-15=-985/0,13-14=-654/0,12-13=-297/148,11-12=-297/148,10-11=-297/148 WEBS 5-13=-460/0,4-13=0/364,4-14=-521/0,3-14=0/538,3-15=-636/0,7-9=-254/89, 6-10=0/277,1-15=-2511/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 lb uplift at joint 9. 4)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-8=-67 Concentrated Loads(Ib) Veil:1=-2246 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-8=-67 Concentrated Loads(Ib) Veil:1=-2246 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-67,2-8=-13 vr ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss ,Truss Type Qty Ply T12285708 17-033414 F23 Floor 4 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:24 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-e7C1 BkibjtUKZU3M4RIW5ByQITVUIZMI3dMxXEySWzn LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-13,2-8=-67 Concentrated Loads(Ib) Vert:1=-2246 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-67,2-8=-13 Concentrated Loads(Ib) Vert:1=-2246 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-13,2-8=-67 Concentrated Loads(Ib) Vert:1=-2246 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-13,2-6=-67,6-8=-13 Concentrated Loads(Ib) Vert:1=-2246 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-67,2-5=-13,5-8=-67 Concentrated Loads(Ib) Vert:1=-2246 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-13,2-6=-67,6-8=-13 Concentrated Loads(Ib) Vert:1=-2246 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-7,1-2=-67,2-5=-13,5-8=-67 Concentrated Loads(Ib) Vert:1=-2246 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mite k* is always required for stability and 10 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply I T12285709 17-033414 F24 Floor 3 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:25 2017 Page 1 ID:7Z4nklBfgNDsEgi_NGOhl OygyPQ-6JmPP4IDUBcBBedZd8GIdPV VYtIVUObu HH5V3hySWzm 0-1-8 H��.gg.00� f = 11-3-0 I 1-9-1511 14-0 111-0-1 I 0-6-0 0-1-8 Scale:1/4".1' 5x8 = 1.5x3 = 1.5x3= 1.5x3 = 4x5 = 1.5x3 3x6 FP= 4x5= 4x5 = 8x8 = 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 \ ' //;' /2 ‘ . 1 /21\\ // v\'\ ' IN \ - a //zz ��. AV / // \\,. \\.° •33 a it.4 _ 1 6'4 35 ►�I 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 1.5x3 II 4x5 = 1.5x3 II 3x6 FP 4x5 = 4x5 = 5x6 8x8 = 5x6 = 1-1-8 7-10-7 8-7-15 1-0-0 3-9.0 6-3-0 17-2-7 J-6-7 10-11-0 13-5-0 15-11-0 18-5-0 20-11-0 23-5-0 26-0-8 2 -0 28-2-0 11-0-0 2-7-8 2-6-0 0-11-7 b-8-0'I 2-3-1 { 2-6-0 1 2-6-0 1 2-6-0 I 2-6-0 2-6- 0 I 2-7-8 0--8 2-0-0 0-1-8 0-8-0 0-1-8 Plate Offsets(X,Y)- [1:Edge,0-1-8].[5:0-1-8,Edge].[18:Edge,0-1-8].[27:0-1-8.Edge].[35:0-1-8,0-1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (hoc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.35 26-27 >850 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.23 26-27 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.06 19 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:177 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except• except end verticals. 18-25:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat)*Except* 10-0-0 oc bracing:31-32. 16-18:2x4 SP No.1(flat) REACTIONS. (lb/size) 31=3154/0-8-0,19=3117/0-5-8 Max Gray 31=3158(LC 3),19=3118(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 17-18=-2025/0,1-2=0/1129,2-3=0/1130,34=0/939,4-5=-665/805,5-6=-1003/759, 6-7=-1003/759,7-8=-1396/742,8-10=-1418/805,10-11=-1223/932,11-12=-777/1127, 12-13=-89/1387,13-14=0/1717,14-15=0/2115,15-16=0/2114 BOT CHORD 30-31=-1024/0,29-30=-863/311,28-29=-759/1003,27-28=-759/1003,26-27=-737/1273, 24-26=-762/1460,23-24=-858/1377,22-23=-1018/1055,21-22=-1246/488,20-21=-1540/0, 19-20=-1903/0,18-19=-1417/0 WEBS 5-28=0/420,6-27=-36/284,1-31=-2516/0,3-31=-987/0,3-30=0/776,4-30=-749/0, 4-29=0/639,5-29=-819/0,14-19=-1149/0,14-20=0/969,13-20=-954/0,13-21=0/745, 12-21=-723/0,12-22=0/525,11-22=-507/0,11-23=0/307,10-23=-282/0,7-26=-85/278, 7-27=-620/50,16-18=0/2471,16-19=-2187/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-17=-67 N WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" QK+ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285709 17-033414 F24 Floor 3 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:25 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhlOygyPQ-6JmPP4jDUBcBBedZd8GIdPVVYtIVUObu HH5V3hySWzm LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 17=-1987 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-224617=-1987 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-6=-67,6-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-5=-13,5-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 13)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-13,2-6=-67,6-15=-13,15-17=-67 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 14)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:18-32=-7,1-2=-67,2-5=-13,5-15=-67,15-17=-13 Concentrated Loads(Ib) Vert:1=-2246 17=-1987 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. but Design valid for use only with MiTeker 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 Nib 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,see ANSIITPII Quality Criteria,058-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285710 17-033414 F25 Floor 9 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:26 2017 Page 1 ID:7Z4nkIBfgNDsEgI_NGOhIOygyPQ-aWKncQjrFVk2ooClBsn__Ac2jVH6KDUA1 Wxr2c7ySWzl 0-1-8 H 11-3-0 I 9-9-15 1 1-4-0 1 11--000 0-6-0 0-1-8 Scale=1:46.1 1.5x3 = 1.5x3 = 1.5x3 II 3x6 FP= 4x5 = 4x5= 8x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 II a ^ 0_ 9 - '-- -, CT ILO A 431 a /\ / ® - ®e I Ill =^. 7 \ \I s\ 2827 26 2322 20 19 18 17 5x8 = 1.5x3 II 3x6 FP= 4x5 = 4x5 = 5x6 = 8x8 = 7-6-7 1 2-9-0 1 5-3-0 16-2-70-10-7I 7-7l5 9-11-0 1 12-5-0 1 14-11-0 1 17-5-0 1 19-11-0 1 22-5-0 1 25-0-8 25.2.0 27-2-0 1 2-9-0 2-6-0 0.11-7 0-8-0 0-1'-8 2-3-1 2-6-0 2-6-0 2-6-0 2-6-0 2-6-0 2-7-8 0-14 2-0-0 0-8-0 Plate Offsets(XX)- 14:0-1-8,Edge],[17:Edge,0-1-8].[26:0-1-8.Edge],[30:Edge,0-1-8],[32:0-1-8,0-1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.35 25-26 >850 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.29 25-26 >999 240 BOLL 0.0 Rep Stress Incr NO i WB 0.53 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S _ Weight:166 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except* except end verticals. 17-24:2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat)'Except' 15-17:2x4 SP No.1(flat) REACTIONS. (lb/size) 30=2989/0-8-0,18=3209/0-5-8 Max Gray 30=2993(LC 3),18=3209(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-30=-2270/0,16-17=-2025/0,2-3=-980/0,3-4=-1619/0,4-5=-1883/0,5-6=-1883/0, 6-7=-2124/7,7-8=-2031/186,8-10=-1713/437,10-11=-1146/754,11-12=-338/1137, 12-13=0/1589,13-14=0/2114,14-15=0/2114 BOT CHORD 29-30=0/606,28-29=0/1335,27-28=0/1883,26-27=0/1883,25-26=0/2070, 23-25=-84/2132,22-23=-301/1928,21-22=-584/1485,20-21=-935/797,19-20=-1351/0, 18-19=-1836/0,17-18=-1417/0 WEBS 4-27=-85/322,2-30=-898/0,2-29=0/674,3-29=-641/0,3-28=-23/511,4-28=-644/69, 13-18=-1261/0,13-19=0/1078,12-19=-1064/0,12-20=0/854,11-20=-833/0,11-21=0/635, 10-21=-616/0,10-22=0/416,8-22=-392/0,8-23=0/279,7-23=-254/0,6-26=-452/217, 15-17=0/2471,15-18=-2186/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-16=-67 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-16=-67 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. W i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSt/7P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285710 17-033414 F25 Floor 9 1 Job Reference(optional_ BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:26 2017 Page 2 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-aWKncQjrFVk2ooClBsn_Ac2jVH6KDUA1 Wxr2c7ySWzI LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2246 16=-1987 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-14=-67,14-16=-13 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-14=-13,14-16=-67 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-14=-67,14-16=-13 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-14=-13,14-16=-67 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-5=-67,5-14=-13,14-16=-67 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-4=-13,4-14=-67,14-16=-13 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) • Vert:17-30=-7,1-5=-67,5-14=-13,14-16=-67 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-30=-7,1-4=-13,4-14=-67,14-16=-13 Concentrated Loads(Ib) Vert:1=-2246 16=-1987 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type 'Qty Ply T12285711 , 17-033414 F26 Floor 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:28 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhIOygyPQ-WuSY 1616n6?m25M7J HpSF171 K4gGhOYK_FK9gOyS Wzj 0-1-8 0-6-0 0-7-6 H11-341 I I 11-3-1511 1-443I 0x9-13 H1.4-0 1 j1-3-14 0-1-8 Scale=1'59.5 8x8 = 1.5x3 = 3x6 FP= 1.5x3 = 5x6= 4x5 = 1.5x3 3x6 FP 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4 4Y W \ / \\cx if sio \ //// / /\ / irlir 43 4 mv 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 8x8 = 5x6 = 3x6 FP= 1.5x3 II 3x6= 4x5 =3x6 FP= 1.5x3 II 4x8 = 1.5x3 H 4x5 = 7-6-7 16-1-4 23-10-124-8-2 1 2-0-0 2-11.8 4-9-0 16-27 10- 8-10-151 11-4-15 I 13-10-15 1 15-11-12 1,5-10-2 19-4,2_ 1 21-10-2 j23-2-101 24-6-10 27-3-0 i 29-9-0 I 32-3-0 1 35-0-0 1 2-0-0 0-1-8 2-7-8 1-5-7 1-4-8 2-6-0 2-6-0 2-0-13 -0 0- ' 2-6-0 2-6-0 1-4-8 0.8-0 0-1-8 2-8-14 2-6-0 2-6-0 2-9-0 0-8-0 0-8-14 0-8-0 Plate Offsets(X,Y)-- [5:048 Edge].[6:0-1-8,Edge].[10:0-1-8,Edge],[13:0-1-8,Edge],[21:Edge,0-1-8J,[25:0-1-8,Edge],[40:Edge.0-1-8],[41:0-1-8,0-1-8]___ LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.12 24-25 >999 360 MT20 244/190 TCDL 10.0 I Lumber DOL 1.00 BC 0.77 Vert(TL) -0.20 24-25 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.04 31 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:216 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-10:2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat) except end verticals. BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 37-40:2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat)"Except" 2-40:2x4 SP No.1(flat) REACTIONS. (lb/size) 39=2819/0-5-8,31=1193/0-3-8,21=2589/0-8-0 Max Gray 39=2874(LC 3),31=1199(LC 4),21=2625(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-40=-2070/0,20-21=-2055/0,2-3=0/2153,3-4=0/2153,4-5=0/1767,5-6=0/1487, 6-7=0/1269,7-8=0/1051,8-9=0/912,9-10=0/1206,10-11=0/917,11-12=-296/361, 12-13=-895/117,13-14=-1209/0,14-15=-1209/0,15-16=-1364/0,16-17=-1177/0, 17-19=-761/0 BOT CHORD 39-40=-1447/0,38-39=-1966/0,36-38=-1487/0,35-36=-1487/0,34-35=-1487/0, 33-34=-1135/0,32-33=-972/0,31-32=-1043/0,30-31=-1255/0,29-30=-503/0, 27-29=-235/641,26-27=0/1209,25-26=0/1209,24-25=0/1366,23-24=0/1324, 22-23=0/1026,21-22=0/482 WEBS 5-36=0/343,6-35=-337/0,13-26=0/264,10-31=-818/0,2-40=0/2523,2-39=-2215/0, 4-39=-744/0,4-38=0/658,5-38=-843/0,6-34=0/494,7-34=-289/0,8-32=-259/115, 9-32=-97/276,9-31=-398/75,13-27=-628/0,12-27=0/508,12-29=-665/0,11-29=0/703, 11-30=-908/0,10-30=0/818,19-21=-700/0,19-22=0/503,17-22=-477/0,17-23=0/271, 16-23=-266/3,15-25=414/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-20=-67 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7173 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 property 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 Kaiak' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285711 17-033414 F26 Floor 2 1 Job Reference(optional) _ BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:28 2017 Page 2 ID:?Z4nklBfgNDsEgI_NGOhlOygyPQ-WuSY1616n6?m25M7JHpSF171 K4gGhOYK_FK9gOySWzj LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-2031 20=-2031 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-10=-67,10-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 5)3rd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-67,3-10=-13,10-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 6)4th Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-10=-67,10-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 7)5th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-10=-67,10-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 8)6th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-20=-67 Concentrated Loads(lb) Vert:1=-2031 20=-2031 9)7th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-67,3-10=-13,10-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 10)8th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-10=-67,10-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 11)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-6=-67,6-10=-13,10-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 12)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-67,3-5=-13,5-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 13)3rd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Veil:21-40=-7,1-3=-13,3-14=-67,14-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 14)4th chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-10=-67,10-13=-13,13-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 15)5th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-6=-67,6-10=-13,10-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 16)6th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-67,3-5=-13,5-20=-67 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Meek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285711 17-033414 F26 {Floor 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:28 2017 Page 3 ID?Z4nklBfgNDsEgi_NGOhlOyqyPQ-WuSY1616n6?m25M7JHpSF171K4gGhOYK_FK9g0ySWzj LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-2031 20=-2031 17)7th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-14=-67,14-20=-13 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 18)8th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:21-40=-7,1-3=-13,3-10=-67,10-13=-13,13-20=-67 Concentrated Loads(Ib) Vert:1=-2031 20=-2031 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITQK• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • • Job Truss Truss Type Qty Ply T12285712 17-033414 F27 Floor 4 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 1711:19:29 2017 Page 1 ID:?Z4nklBfgN DsEgl_NGOhlOygyPQ-?40wESmkYQ7cgFxKs_KhoFfDVU8_QvPUCv3iCSySWzi 0-1-8 H 1 1-3-0 1 I 1 1-4-0 I I 1-3-t4 I 0- Sca'le:3/8"=1' 1.5x3 I I 1.5x3 = 6x8 = 1.5x3 I I 1.5x3 I I 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 ,�tr_� _ Inca- - _ ��w w -- -----___ � 25 regia it .. _ _ ti.� .—. __— a 24 /\� / �i, �\ arm sere as i PITO. 22 21 20 19 18 17 16 15 5x6= 3x6 FP= 6x8 = 3x6= 7-11-2 8-8-10 7-1- i 7-3-2 8-7-2 I 11-3-8 13-9-8 16-3-8 19-0-8 I 2-9-0 1-7-4 0--8 2-7-14 - 0-1-8 0-8-0 2-6-14 2-6-0 2-6-0 2-9-0 0-8-0 0-1-8 Plate Offsets(X,V)— [18:0-1-8 Edge].[19:0-1-8,Edge] - - LOADING (psf) SPACING- 1-4-0 1 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00TC 0.88 Vert(LL) -0.12 17-18 >999 360 MT20 244/190 � TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.20 17-18 >886 240 BCLL 0.0 Rep Stress lncr NO I WB 0.30 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 Matrix-S Weight:121 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23=2267/0-3-8,20=670/0-3-8,14=536/0-8-0 Max Gray 23=2298(LC 8),20=670(LC 1),14=537(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-23=-2126/0,5-6=-806/0,6-7=-806/0,7-8=-806/0,8-9=-1068/0,9-10=-953/0, 10-12=-614/0 BOT CHORD 19-20=0/435,18-19=0/806,17-18=0/1031,16-17=0/1063,15-16=0/842,14-15=0/372 WEBS 6-19=-365/0,5-20=-581/0,5-19=0/638,12-14=-628/0,12-15=0/437,10-15=-410/0, 8-18=-388/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2104 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2104 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-4=-67,4-13=-13 Concentrated Loads(Ib) Vert:1=-2104 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Side 312,Alexandria,VA 22314. Tampa,FL 36610 I Job Truss Truss Type Qty Ply T12285712 • 17-033414 1F27 Floor 4 1 'Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:29 2017 Page 2 I D:?Z4nklBfgNDs Eq I_N GO h I Oyq yPQ-?4owESmkYQ7cgFxKs_KhoFfDVU8_QvPUCv3iCSySWzi LOAD CASE(S) Standard 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,14=-13,4-13=-67 Concentrated Loads(Ib) Vert:1=-2104 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,14=-67,4-13=-13 Concentrated Loads(Ib) Vert:1=-2104 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-4=-13,4-13=-67 Concentrated Loads(Ib) Vert:1=-2104 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-7=-67,7-13=-13 Concentrated Loads(Ib) Vert:1=-2104 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) Vert:14-23=-7,1-4=-67,4-6=-13,6-13=-67 Concentrated Loads(Ib) Vert:1=-2104 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-7=-67,7-13=-13 Concentrated Loads(Ib) Vert:1=-2104 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-23=-7,1-4=-67,4-6=-13,6-13=-67 Concentrated Loads(Ib) Vert:1=-2104 A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply 112285713 17-033414 F28 FLOOR 7 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:30 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhlOygyPO-THaISomMJjFTHPW WQirwKSCV4uZ_9NOdRZpGIuyS Wzh 0-1-8 H I 1-3-01 0*,p 1 1-0-4 11 1-4-0 10-7-12 j Scale=1:25.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1.5x3 I I 1.5x3 = 6x8 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 21 N\\\‘,. (A / ;� \ 1 .0 7. . i r_ men 19 al 19 18 1 16 15 14 13 12 11 7x10 = 1.5x3 II 3x6 = 3-1.8 8.4-4 I 2-9-0 5-9-0 l 6-10-12 1 7-6-12 18-2-12 11 10-3-0 I 12-9-0 I 15-6-0 I 2-9-0 2-7-8 1-1-12 0-8-0 0-8-00-1-8 1-10-12 2-6-0 2-9-0 0-1-8 Plate Offsets(X,Y)— [3:0-3-O,Edge],[5:0-1-8.Edge],[14:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.06 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.09 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:93 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=423/Mechanical,17=690/0-5-8 Max Gray 11=442(LC 4),17=690(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-548/0,5-6=-781/0,6-7=-781/0,7-8=-839/0,8-9=-576/0 BOT CHORD 16-17=-88/311,15-16=0/781,14-15=0/781,13-14=0/866,12-13=0/777,11-12=0/363 WEBS 4-17=-548/0,4-16=0/404,5-16=-443/0,9-11=-545/0,9-12=0/338,8-12=-320/0, 7-14=-310/36 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 1 . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �r 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 fie I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285714 , 17-033414 1 F29 FLOOR 12 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:31 2017 Page 1 I D:?Z4nklBfgN Ds Egl_NGOhlOygyPQ-xT7gf7n_41 NKvZ5i_PN9tglc8lvPupQmgDYpHKyS Wzg 0-1-8 H I 1-3-0 1-3-4- 1-4-0 0-7-12 Scale=1:25.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1.5x3 II 1.5x3 = 3x6 = 1.5x3 I I 1.5x3 1 2 3 4 5 6 7 8 9 10 . ,,'I I . e ' ji, :: s. 0 / \ / , ., 9 — / /// \'2.\\, , .1 TO / 19 ,,,/1 .,><_I /I I\i\‘‘ '''' g _ _ \\ 4. 18 17 15 14 13 12 11 3x6 = 3x6 = 7-6-12 8-4-4 I 2-9-0 I 4-0-0 41118 6-9-4 6-112 1 8-2-12 I 1 10-3-0 1 12-9-0 1 15-6-0 _- 2-9-0 1-3-0 0-1-8 2-7-12 0-1-80-8-0 0-8-00-1-8 1-10-12 2-6-0 2-9-0 Plate Offsets WO— [14:0-1-8.Edge].115:0-1-8.Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud I PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.07 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(TL) -0.11 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:12-13,11-12. REACTIONS. (lb/size) 11=362/Mechanical,16=752/0-8-0 Max Gray 11=399(LC 4),16=752(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/355,4-5=-556/85,5-6=-556/85,6-7=-556/85,7-8=-697/0,8-9=-502/0 BOT CHORD 16-17=-355/0,14-15=-85/556,13-14=-11/684,12-13=0/669,11-12=0/324 WEBS 5-15=-311/0,6-14=0/266,3-16=-384/0,3-17=0/281,4-16=-526/0,4-15=0/567, 9-11=487/0,9-12=0/282,8-12=-265/0,7-14=422/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 'I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - - - I Tampa,FL 36610 • Job Truss ',Truss Type Qty Ply T12285715 17-033414 F29A Floor 3 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:32 2017 Page 1 I D:?Z4nklBfgN DsEgl_NGOhlOygyPQ-Pfh3tTocrLVBXjgvY7uOPtHkoi9gd ERwutlNpnyS Wzf 0-1-8 0-9-0 1-3-0 0-9-15 1-4-0 0-8-9 Scale=1:43.4 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 405 1.5x3 4x5 1.5x3 = 4x5 -- 4x5 1.503 3x6 FP= 405 --- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 31 ik �� 4 Nai �lfr% All _._ •r -_ pMi 29 28 27 26 25 24 23 22 21 20 19 18 17 16 1.5x3 11 4x5 = 1.5x3 11 3010 MT2OHS FP - 405 -- 3x6 - 5x6 = 4x5 4x5 1-1-8 8-6-7 1-0-0 3-9-0 6-3-0 7-2-7 7-10-7 8-7-15 10-7-8 13-1-8 15-7-8 18-1-8 20-7-8 23-1-8 25-10-8 1-0-0 2-7-8 2-6-0 0-11-7 0-8-0 0-8-0 1-11-9 2-6-0 2-6-0 2-6-0 2-6-0 2-6-0 2-9-0 0-1-8 0-1-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[5:0-1-8,Edge],[24:0-1-8,Edge] __ LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.30 22-24 >986 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) -0.47 22-24 >630 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.09 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:160 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, 10-15:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP 2400F 2.0E or 2x4 SP SS(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-23:2x4 SP No.2(flat) 2-2-0 oc bracing:21-22. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 28=973/0-8-0,16=901/Mechanical Max Gray 28=973(LC 1),16=902(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1109/0,4-5=-1959/0,5-6=-2345/0,6-7=-2345/0,7-8=-2810/0,8-9=-2943/0, 9-11=-2857/0,11-12=-2521/0,12-13=-1943/0,13-14=-1118/0 BOT CHORD 27-28=0/638,26-27=0/1561,25-26=0/2345,24-25=0/2345,22-24=0/2619,21-22=0/2930, 20-21=0/2956,19-20=0/2744,18-19=0/2287,17-18=0/1588,16-17=0/636 WEBS 5-25=0/483,6-24=0/424,3-28=-1081/0,3-27=0/852,4-27=-816/0,4-26=0/719, 5-26=-929/0,14-16=-1076/0,14-17=0/869,13-17=-846/0,13-18=0/640,12-18=-621/0, 12-19=0/422,11-19=-403/0,8-22=-261/19,7-22=0/404,7-24=-795/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x4 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nothill a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply 712285716 17-033414 F30 FLOOR SUPPORTED GABL 1 1 ,Job Reference(optionall BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:33 2017 Page 1 I D:?Z4nkIBfg NDsEgl_NGOhlOygyPQ-tsFR4ppEced28sF55gPdy5g0e5gXMIZ37X1 wLDySWze 0-1-8 H I 1-3-011-0-01 0-9-0 Scale=1:25.7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 1.5x3 II 1.5x3 = 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 I, 6 O A v�N t t.'t-——— :I---"I /'///:L-1 i -TS—'.-- II , ll22 RIM 20 19 18 17 16 15 14 13 12 1.5x3 II 1.5x3 II 3x6 = 3x6 = 4-1.8l 6-9-0 12-9-0 15-6-0 I4-1-8 2-7-8 6-0-0 2-9-0 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0.1-8,Edge].[14:0-1-8,Edge],[15:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:93 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:12-13. REACTIONS. All bearings 11-6-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)16,15 Max Gray All reactions 250 lb or less at joint(s)12,13,16,14,15 except 17=545(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/371,4-5=0/371 WEBS 3-17=414/0,5-17=-305/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,15. 4)n/a 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. g WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid tor use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. �'� Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285717 17-033414 F31 FLOOR 2 1 - Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:33 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhlOyqyPQ-tsFR4ppEced28sF55gPdy5gOH5bB MkM37X 1 wLDyS Wze 0-1-8 H I 1-3-0I I 1-0-4 1 1 1-4-0 0-7-12 Scale=1:20.6 1.5x3 II 1.5x3 = 1.5x3 II 1 2 3 4 5 6 7 8 \\ MO II \ i o I MKIIIII/A 19 IA * 14 13 12 11 10 9 3x6 = 1.5x3 I I 3x6 = 2-9-0 3-10-12 4-6-12I 5-2-12 7-3-0 9-9-0 12-6-0 2-9-0 1-1-12 0-8-0 0-8-0 0-1 1-10-12 2-6-0 2-9-0 Plate Offsets(X,Y)-- [3:0-1-8,Edgej,[12:0-1-8,Edgej LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 j TC 0.38 Vert(LL) -0.06 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(TL) -0.09 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:73 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=445/0-5-8,9=449/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-594/0,3-4=-817/0,4-5=-817/0,5-6=-861/0,6-7=-588/0 BOT CHORD 14-15=0/360,13-14=0/817,12-13=0/817,11-12=0/896,10-11=0/795,9-10=0/369 WEBS 2-15=-539/0,2-14=0/372,3-14=-387/0,7-9=-555/0,7-10=0/347,6-10=-328/0,5-12=-257/50 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. .;,,re;.,.,,,,,: ,z:��6__,_, .,<;,.,z',,;,,. z&M;¢ „_..,.y,:., sa'r„,. ,'K; s�,,,;� f1... ,.:. �;,.,1�ii� ,✓;,,.'fir:.,, *E,:;:. �� g WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev.10/03/2015 BEFORE USE. 1101 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 p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285718 17-033414 F32 FLOOR 11 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:34 2017 Page 1 I D:7Z4nkIBfgNDsEgI_NGOhlOyqyPQ-L2pp19gtNylvm0pHfXws U I NEIV_U5CdDMBnTufySWzd 0-1-8 H I 1-3-0 I I 1-0-4 I I 1-4-0 0-8-0 Scale=1:16.4 1.5x3 II 1.5x3 = 1.5x3 II 1 2 3 4 5 6 7 ® e _ 2.y\\\\\\ o /\ 1 — //// \\ //. \ \\ - \'s \1// \ \ \xo 3 12 11 10 9 8 / \ 1.5x3 3x6 = 3x6 = I 2-9-0 I 3-10-12 14-6-12 1 5-2-12 5147-3-4 10-0-4 2-9-0 1-1-12 0-8-0 0-8-0 0-1-8 1-11-0 _ 2-9-0 Plate Offsets(X.Y)— [3:0-1-8.Edge],[10:0-1-8.Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.02 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.03 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:60 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=354/0-5-8,8=358/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=436/0,3-4=-557/0,4-5=-557/0,5-6=434/0 BOT CHORD 12-13=0/287,11-12=0/557,10-11=0/557,9-10=0/560,8-9=0/291 WEBS 2-13=429/0,6-8=437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Nul Design valid for use only with MiTek4t 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[Tek i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty ,Ply T12285719 17-033414 F33 Floor 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:35 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-pENBWgV8GtrnOAOUDFR51 WvOIvKQgf2MbrW1Q6ySWzc I 1-3-0 I I 1-5-15 1-4-0 1-3-1 0.1-8 Scale=1:18.0 3x4 II 3x4 = 3x4 = 3x4 Job Truss Truss Type Qty Ply T12285720 " 17-033414 F34 Floor 1 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:35 2017 Page 1 ID:?Z4nklBfgNDsEgi_NGOhIOygyPQ-pENBW gV8GtmOAOU D FR51 WvORvKhgf4MbrW 1 Q6ySWzc I 1-3-0 I 1 1-7-0 I 0118 Scale=1:18.0 . 3x4 H 3x4 ` 3x4 = 3x4 1.5x3 II 1 2 3 4 3x4 5 6 v 1.5x3 / \\\\\ \\\ /// \ ; N K/ \ ,// 12 3x6 = 11 10 9 8 - 3x4 = 1.5x3 II 1.5x3 II 3x4 = 3x6 = 2-9-0 7-1-0I 9-10-0 2-9-0 4-4-0 2-9-0 Plate Offsets(X,Y)— [1:Edge 0-1-8],[3:0-1-8,Edg_e],[4:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 % CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 i Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 I Lumber DOL 1.00 BC 0.27 Vert(TL) -0.03 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:64 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=351/Mechanical,7=347/0-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-345/0,3-4=449/0,4-5=-345/0 BOT CHORD 10-11=0/449,9-10=0/449,8-9=0/449 WEBS 5-7=-397/0,2-12=-398/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 1IMMI I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 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,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 Mile 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285721 17-033414 F35 FLOOR 18 1 - 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:36 2017 Page 1 ID:7Z4nkIBigNDsEgl_NGOhIOygyPQ-HRxZirr7uZ?d?KzgnyyKajSaBJ]VZ77W(pp 1V�GayYySWzb I 1-3-0 I I 0-11-0 I 9-2-9 I 0-6-0 I -= i 3x4 = 1.5x3 II Scale=1:12.5 1 3x4 II 2 3 3x4= 4 3x4 II 53x4 II 6 4x5 = 7 e a a - - e a a j 14 v 1.5x3 = / a o o 13 3x6 = / 8 12 11 10 • 3x4 = 1.5x3 II 1.5x3 II 4x12 _ TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4-0-8 I 4-5-8 4(7- 6-7-0 4-0-8 0-5-0 0-12-0-0 Plate Offsets(X,Y)-- [1:Edge.0-1-8].[2:0-1-8,Edge].[3:0-1-8 Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEF(. in (bc) 1/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.01 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 I Vert(TL) -0.01 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:49 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 12=110/Mechanical,9=350/0-8-0 Max Gray 12=139(LC 3),9=350(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[T e 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,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 31Z Alexandria,VA 22314. Tampa.FL 36610 • Job Truss (Truss Type Qty Ply 1 T12285722 17-033414 F36 'FLOOR SUPPORTED GABL 1 1 Job Reference Optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:37 2017 Page 1 I D:?Z4nklBfgNDsEgi_NGOhlOygyPQ-mdVywBslft7UdUYs KgTZ6x?mwj451aef28?7UyS Wza 13-0 I I 1-4-0 _____II 0-6-0 0'r-1 3x4 = 1.5x3 II Scale=1x3.2 1 3x4 II 2 3 3x4 = 4 3x4 : 5 4x5 = 6 / ° Q I I. \• LJ .,. //' / 1.5x3 = \\\--• H:, , / \\ 7 11 10 9 8 3x4 = 5x6= 3x6 = 1.5x3 II 1.5x3 II TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 4-5-84�7 6-7-0I - 4-5-8 0-1 2-0-0 Plate Offsets(X,Y)-- [1:Edge.0-1-8].[2:0-1-8,Edge],[3:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 l MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014fTPI2007 Matrix-P Weight:45 lb FT=20%F.11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 4-7-0. (lb)- Max Uplift All uplift 100 lb or less at joint(s)11,9 Max Gray All reactions 250 lb or less at joint(s)11,10,9 except 8=272(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,9. 3)n/a 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WVliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285723 17-033414 F37 FLOOR 3 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:37 2017 Page 1 ID:?Z4nklBfgNDsEgl_NGOhlOyqyPQ-mdVywBsIft7UdUYsKgTZ6x?IKj3u IY7f28?7UyS Wza 0-1-8 H I 1-0-0 I I 0-6-0 I I 1-3-0 0-3=6 3x4 = 6x8 - Scale=1:12.3 11.5x3 II 2 3 3x4= 4 5 6 3x4 \ \ 1.5x3 = \ \ 13 12 V � 3x4 10 1.5x3 II 41141/1 11 1.5x3 9 8 7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 6x8 = 3x6 = 3-6-0 _. 3-3-0 3.4- I 5-3-8 3-3-0 6-1-8 1-9-8 0-1-8 Plate Offsets(X.Y)-- [2:0-1-8,Edgej,13:0-1-8.E414[4:0-1-8.Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.00 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:41 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=-139/Mechanical,8=505/0-5-8 Max Uplift 7=-188(LC 3) Max Gray 7=10(LC 4),8=505(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-8=-276/0,5-7=0/269,5-8=-269/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=188. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing V■II'T�1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the [ 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285724 17-033414 F38 Floor 10 1 ' Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:38 2017 Page 1 I D:?Z4nkIBfgN DsEgl_NGOhIOygyPQ-Ep3K7XtNQB FLFe72uN?of8Xor6L_1 vsoHolh 1 RyS WzZ 0-1-8 H 1-3 0 1 1-1-14 I I 1-4-0 I I 1-3-14 I 0-48 Scale=1:26.7 1.5x3 = 1.5x3 1.5x3 i 3x6 = 1.5x3 = 1 2 3 4 5 6 7 8 98x8 = 10 II / \ L .-. ( \ / \\ 20 ./I . / \ \-- csi e 17 16 15 14 13 11 3x6 = 3x6 = 3x6 = 8x8= 3-5-6 4-2-14 1 2-7-14 2-916 14-1-6 11 6-9-12 9-3-12 I 11-9-12 14-5-4 14-6,12 16-0-12 I 2-7-14 0-428 0-8-0 2=6-14 2-6-0 2-6-0 2-7-8 0-1-8 1-6-0 0-8-0 0-1-8 Plate Offsets(X.Y)— [1:Edge,0-1-8],[11:Edge,0-1-8).[16:0-1-8,Edge],[17:0-1-8.Edge].[19:0-1-8.0-1-8] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.13 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Vert(TL) 0.14 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) -0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix- Weight:103 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat)"Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11:2x4 SP No.1(flat) REACTIONS. (lb/size) 18=294/0-1-12,12=3107/0-8-0 Max Uplift 18=-88(LC 4) Max Gray 18=298(LC 3),12=3107(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 10-11=-2279/0,2-3=-307/215,3-4=-307/215,4-5=-307/215,5-6=-181/560,6-7=0/876, 7-8=0/1276,8-9=0/1743 BOT CHORD 16-17=-215/307,15-16=-409/297,14-15=-704/47,13-14=-1065/0,12-13=-1494/0, 11-12=-1743/0 WEBS 9-12=-2380/0,2-18=-315/132,2-17=-250/222,8-12=-869/0,8-13=0/687,7-13=-672/0, 7-14=0/466,6-14=-447/0,6-15=0/297,5-15=-07/0,5-16=-7/367,9-11=0/2865 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18. 5)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-10=-67 Concentrated Loads(Ib) Vert:10=-2246 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-10=-67 Concentrated Loads(Ib) Vert:10=-2246 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . hilt 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[Tek' i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285724 17-033414 F38 Floor 10 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:38 2017 Page 2 ID:7Z4nklBfgNDsEgl_NGOhlOyqyPQ-Ep3K7XtNQBFLFe72uN7of8Xor6L 1vsoHolh1RySWzZ LOAD CASE(S) Standard 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2246 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2246 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2246 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2246 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-4=-67,4-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2246 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-3=-13,3-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2246 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-4=-67,4-9=-13,9-10=-67 Concentrated Loads(Ib) Vert:10=-2246 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-18=-7,1-3=-13,3-9=-67,9-10=-13 Concentrated Loads(Ib) Vert:10=-2246 MEM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �., building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Nib Tb k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �r� n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 112285725 17-033414 F39 Floor 6 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:39 2017 Page 1 ID:7Z4nklBfgNDsEgi_NGOhIOygyPQ-iOciLst?BUNCsniFS5W1 BM4wPWaOmQgyVSUEZtySWzY 0-1-8 H I 1-3-0 I 1-1-14 114-0 1-3_t4 1 0-1-8 Scale:1/2".1 1.5x3 1.5x3 H 1.5x3 I I 1.5x3 1 2 3 4 5 6 7 8 9 • . ° 66/6 /IN NMI •410 ___ ,. 17 c / s, N 15® 14 13 12 11 3x6 = 3x6 - 4-2-14 I 2-7-14 2-19/6 3-5.6 1 4-1-6 1 1 6-9-12 I 9-3-12 I 11-9-12 14-6-12 2-7-14 0-1-8 0-8-0 0-8-0 0-1-8 2-6-14 2-6-0 2-6-0 2-9-0 Plate Offsets(X,Y)— [1:Edge,0-1-8].(14:0-1-8.Edge].(15:0-1-8,Edge] -_ I _ _ LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.13 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.20 13-14 >846 240 BCLL 0.0 Rep Stress lncr YES I WB 0.31 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:90 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=525/0-1-12,10=521/0-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-709/0,3-4=-709/0,4-5=-709/0,5-6=-1003/0,6-7=-908/0,7-8=-591/0 BOT CHORD 15-16=0/357,14-15=0/709,13-14=0/953,12-13=0/1007,11-12=0/808,10-11=0/360 WEBS 3-15=-391/0,2-16=-604/0,2-15=0/646,8-10=-607/0,8-11=0/417,7-11=-390/0,5-14=434/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. III Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the li fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1 - T12285726 17-033414 1F40 Floor 6 1 I .Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:40 2017 Page 1 ID:TZ4nIdBfgNDsEgl_NGOhIOygyPQ-ACA4YCudyoV3UxHROo1 GkZd4Mww7VIT5k6Eo5JySWzX 0-1-8 H I 1-3-0 I 1-6-0 I I 1-3-15 I I 1-4-0 —I I 1-5-8 I 0-1-8 Scale=1:36.0 9x12 MT18HS= 1.5x3 = 3x4= 1.5x3 = 5x6 II 3x6 FP= 3x4 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 6 e - e,1 ,aj p / \\ N \/ \ A/ \ 25 e% _ \.. a a� m n ars 24 23 22 21 20 19 18 17 16 15 14 8x8 = 5x8 = 4x5 = 1.5x3 1.5x3 3x4= 3x4 = 3x4 = 3x6 FP= 4x5 = I 3-0-0 -- 3-1r8 5-9-0 I 7-2-7 7-10-718.6-719-5-12 1 11-11-12 I 14-5-12 17-1-4 _ 1844 , 21-5-4 3-0-0 0-1-8 2-7-8 1-5-7 0-8-0 0-8-0 0-11-5 2-6-0 2-6-0 2-7-8 _ 1-7-0 2-9-0 Plate Offsets(X,Y)—_-[24.Edge.0-1-8][25:0-1-8.0-1-81.[26:0-1-8.0-0-8] LOADING (psf) SPACING- 1-4-0 1 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.03 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.12 21-22 >999 240 l MT18HS 244/190 BCLL 0.0 Rep Stress lncr NO WB 0.79 Horz(TL) -0.06 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight:154 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 10-13:2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat)`Except 2-24:2x4 SP No.1(flat) REACTIONS. (lb/size) 23=3416/0-5-8,16=397/0-3-8,14=-18/0-1-12 Max Uplift 16=-228(LC 5),14=-130(LC 6) Max Gray 23=3417(LC 3),16=418(LC 4),14=176(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-2281/0,2-3=0/3746,3-4=0/3745,4-5=0/2874,5-6=0/2259,6-7=0/1861, 7-8=0/1095,8-9=0/503,9-11=-66/379 BOT CHORD 23-24=-1654/0,22-23=-3378/0,21-22=-2259/0,20-21=-2259/0,19-20=-2259/0, 18-19=-1393/0,17-18=-831/0,16-17=-377/0,15-16=-379/66 WEBS 6-20=-289/0,3-23=-282/0,11-16=-377/0,2-24=0/2820,2-23=-3138/0,4-23=-961/0, 4-22=0/1112,5-22=-1253/0,9-16=-61/494,9-17=-497/0,8-17=0/545,8-18=-500/0, 7-18=0/526,7-19=-862/0,6-19=0/974,12-15=-260/0,11-15=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=228,14=130. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:14-24=-7,1-13=-67 Concentrated Loads(Ib) Vert:1=-2246 ,a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job - Truss Truss Type Qty Ply 1 T12285727 17-033414 F1023 Floor Girder 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:04 2017 Page 1 I D:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-DH?T?vS2Rkz9APXWvEOpHz72oPiX3c3oSW WurPySX_5 0-1-8 H I 1-3-0 1)-6-9 1-3-15 II 1-4-0 0-9-131 I 1-5-8 0-1-8 Scale=1:34.6 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED 1.5x3 II LOADS AT ITS CANTILEVERED END(S). 1.5x3 = 1.5x3 II 1.5x3 = 4x5 = 3x6 FP= 3x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 1afar Q t 26 \/ � \ 27 / N \\ 25 0® e (i o e ♦ sk, I 24 22 21 20 19 18 17 15 1 5x6 = 3x4 = 1.5x3 II 1.5x3 II 3x6= 3x6= 3x6 FP= 2-0-0 2-1-8 4-9-0 6-2-7 ?-10-7{7-6-7 I 8-5.12 I 10-11-12 I 13-5-12 16-1-4 I 17-8-4 I 20-5-4 2-0-0 0-11-8 2-7-8 1-5-7 0-8-00-8-0 0-11-5 2-6-0 2-6-0 I 2-7-8 1-7-0 2-9-0 Plate Offsets(X,Y)— [5:0-1-8.Edgel.[6:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/defl LJd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.04 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.06 19-20 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix-S Weight:133 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 23=566/0-5-8,16=1083/0-3-8,14=-177/0-1-12 Max Uplift 14=-283(LC 3) Max Gray 23=567(LC 3),16=1088(LC 4),14=55(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-416/0,5-0=-596/0,6-7=-596/0,7-8=-413/0,10-11=0/757,11-12=0/432 BOT CHORD 22-23=0/260,21-22=0/596,20-21=0/596,19-20=0/596,18-19=0/563,17-18=0/254, 16-17=-383/0,15-16=-757/0 WEBS 11-16=-552/0,4-23=-474/0,4-22=0/290,5-22=-315/0,10-16=-697/0,10-17=0/516, 8-17=-496/0,8-18=0/287,7-18=-269/0,12-14=-41/364,12-15=-465/0,11-15=0/524 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 14. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with Muck®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 'Job Truss Truss Type Qty Ply T12285728 17-033414 HBO1 Common 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:41 2017 Page 1 ID:7Z4nklBigN DsEgl_NGOhIOygyPQ-eOkSmYvGj6dv65sdZ W YVHn914K12EByFzmzLdyS WzW 6-6-5 12-9-3 I 19-0-0 I 25-2-13 31-5-11 38.0-0 6-6-5 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16"=1 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 0.25 112 4x5= 5x8 = 3x6 II 3x4 = 4x8 = 10x16 = 3x4 = 3x4 II 1 18 2 3 4 5 19 6 7 20 8 1 ww ,„„s „IN - MEI 1rillii A r 4 MEM ITI E-3 Elw 17 5x6 = 16 15 14 13 12 11 10 9 3x4 = 3x6 = 4x12 = 3x4= 3x6 = 2x4 iI 3x6= 3x6 = OF6-0 6-11-15 I 13-8-5 I 20-4-12 I 25-1-1 I 31-5-11 I 37-0-0 3O-0[0 0-6-0 6-5-15 6-8-7 6-8-7 4-8-5 6-4-10 6-0-5 0-6-0 Plate Offsets(XX)— [3:0-4-0,Edge],[5:0-3-8.0-3-0],[6:0-5-8,0-5-4] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.13 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.21 14-16 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:389 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2''Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3,6-8:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-5-8 except(jt=length)13=0-3-8,11=0-3-8. (Ib)- Max Horz 17=94(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 17=-239(LC 8),9=-145(LC 9),13=-428(LC 12),11=-241(LC 9) Max Gray All reactions 250 lb or less at joint(s)except 17=1294(LC 18),9=751(LC 24),13=2642(LC 17), 11=1223(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=400/148,2-4=-3004/611,4-5=-1813/369,5-6=-594/2730,6-7=-1158/259, 8-9=400/149 BOT CHORD 16-17=-642/3025,14-16=489/2305,13-14=-1284/262,11-13=-1432/315,10-11=-925/180, 9-10=-252/1156 WEBS 2-17=-2952/629,4-16=-127/736,4-14=-1152/331,5-14=-602/3268,5-13=-2532/602, 6-13=-1405/295,6-11=-1243/334,6-10=415/2105,7-10=-560/225,7-9=-1037/208 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3”)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. Il;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 239 lb uplift at joint 17,145 lb uplift at joint 9,428 lb uplift at joint 13 and 241 lb uplift at joint 11. LOAD CASE(S) Standard r--=^ f ...... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. les 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'Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285728 17-033414 HBO1 Common 1 _ Job Reference(option, BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:41 2017 Page 2 ID:?Z4nklBfgNDsEql_NGOhlOyqylK)-e0kSmYvGj6dv65sdZVVYVHn914K12EByFzmzLdlySWzW LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-60,5-8=-60,9-17=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285729 17-033414 HBO2 Common 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:42 2017 Page 1 ID:TZ4nIdBfgNDsEgl_NGOhIOygyPQ-6blrzuwu U PImjFRg7D3kp_iTZkaxzddOCQjuACySWzV 1 2-0-7 1 6-6-5 I 12-9-3 I 19-0-0 I 25-2-13 t 31-5-11 38-0-0 I 2-0-7 4-5-14 6-2-13 6-2-13 6-2-13 6-2-13 6-6-5 Scale:3/16'=1' 0.25 12 5x6= 4x5 = 4x8 = 6x8= 4x8 = 4x5 = 2x4 II 4x12 = 4x12 = 4x5 II 1 2 18 3 4 5 19 8 7 8 9 20 10 r. --------- —IIIIIIIIIIIIIIIIINWIMLI"N—.S.M 4411111111119--0"-m 01 0.41 rg r� 17 16 11 5x8 = 15 14 13 12 2x4 I I 5x6 = 5x8 = 8x12 MT2OHS= 3x8= 4x8 ��{r 2-3-1 1-6-6-6-6 0-&11 18-8-77 I 8-11-0 19-10-8 I - 8811-0 87-9-8 8 80 0� 0-2-19 Plate Offsets(X,V)-- [4:0-4-0,Edge],_)r8:0-4-0.Edge].[13:0-5-12.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.15 TC 0/3 Vert(LL) -0.79 12-13 >543 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -1.2312-13 >350 180 MT2OHS 187/143 BOLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.23 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:387 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 2400F 2.0E or 2x6 SP DSS or 2x6 SP M 31*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, 1-4,8-10:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP 1650F 1.5E or 2x4 SP No.1 or 2x4 SP SS'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-13:2x4 SP 2400F 2.0E or 2x4 SP SS WEBS 1 Row at midpt 9-11 13-15:2x4 SP 2400F 2.0E or 2x4 SP DSS or 2x4 SP M 31 WEBS 2x4 SP No.3*Except* 3-14,9-11:2x4 SP No.1 REACTIONS. All bearings 1-0-3 except(jt=length)11=0-5-8. (Ib)- Max Horz 16=94(LC 11) Max Uplift All uplift 100 lb or less at joint(s)except 11=-442(LC 12),16=-559(LC 12) Max Gray All reactions 250 lb or less at joint(s)except 11=2744(LC 17), 16=3049(LC 18),16=1588(LC 1),16=1588(LC 1) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-9435/1757,5-6=-12387/2392,6-7=-12184/2310,7-9=-9684/1815,9-10=-269/75, 10-11=-426/152 BOT CHORD 14-16=-1201/5822,13-14=-2175/10888,12-13=-2344/11660,11-12=-1641/7913 WEBS 3-14=-646/3934,5-14=-1984/538,5-13=-305/1773,6-13=-458/183,7-13=-84/791, 7-12=-2244/563,9-12=-251/2143,9-11=-7987/1647,2-16=-605/205,3-16=-6141/1305 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-11-6,Interior(1)3-11-6 to 37-10-4 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 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 442 lb uplift at joint 11 and 559 lb uplift ed.i...:.4 1 C �@r{p�p a 9 Co WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE U5E. 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�/$[T�11i. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the r y t fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply 112285729 , 17-033414 HBO2 Common 1 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:42 2017 Page 2 ID:?Z4nklBfg NDsEgi_NGOhIOygyPQ-6blrzuwuUPlmjFRg7D3kp_ITZkaxzddOCQjuACySWzV LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-60,6-10=-60,11-17=-20 • , 1 A mime N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 1 Job Truss Truss Type Qty Ply T12285730 17-033414 IRO1 Common 2 _ Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:43 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhlOygyPQ-ansDBExW FjudLP00hwazMCFe77yli6tYQ4SSieyS WzU 6-6-5 I 12-9-3 19-0-0 20-6-8 23-0-6 - 6-6-5 6-2-13 6-2-13 1-6-8 2-5-14 Scale=1:37.3 0.25 12 3x4 = 3x4 = 5x6 — 6x8 = 2x4 I I 3x6 II 13 2 14 3 4 5 15 6 16 7 1 w � a la 12 11 10 9 8 5x6 = 3x4 = 3x6 = 4x5 = 3x4 0-6-9 6-11-5 I 13-7-3 20-6-8 0-6-0 6-5-5 - 6-7-13 _ 6-11-5 Plate Offsets(X,Y)-- j4:0-3-0.Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.17 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.27 9-11 >912 180 i BCLL 0.0 " Rep Stress Incr NO WB 0.82 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:221 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, 1-4:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=800/0-5-8,8=978/0-3-8 Max Horz 12=108(LC 9) Max Uplift 12=-367(LC 8),8=-556(LC 9) Max Gray 12=1536(LC 18),8=1916(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-397/148,2-3=-3888/875,3-5=-3472/673,6-8=-627/324 BOT CHORD 11-12=-846/3877,9-11=-763/3807,8-9=-182/915 WEBS 2-12=-3825/904,2-11=0/258,3-9=-882/287,5-9=-515/2728,5-8=-1581/344 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-0-0,Exterior(2) 19-0-0 to 22-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 367 lb uplift at joint 12 and 556 lb uplift at joint 8. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-60,5-6=-60,6-7=-60,8-12=-20 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVINTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285731 17-033414 IR02 Monopitch 2 2 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:44 2017 Page 1 ID:724nkIBfgNDsEg1_NGOhIOygyPQ-2zQbOax8010UzZaCFe5CuPnupXNZRgLhf kC?E4ySWzT 6-6-6 I 13-0-11 14-11-10 6-6-6 6-6-6 1-10-15 Scale:1/2"=1' 0.25 12 4x8= 2x4 9 10 2 11 3 4 4x5 = 1 _ I A • Y 8 6 2x4 11 74x5= 2x4 5 3x4 = 10-6-0 I 6-6-6 13-0-11 I 0-6-0 6-0-6 6-6-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.08 5-6 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.35 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 I Matrix-S Weight:161 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=618/0-3-8,7=527/0-5-8 Max Horz 7=116(LC 9) Max Uplift 5=-420(LC 9),7=-291(LC 8) Max Gray 5=1218(LC 2),7=1015(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-694/327 BOT CHORD 6-7=-467/1766,5-6=-467/1766 WEBS 2-6=0/257,2-5=-1733/459,1-7=-304/233,2-7=-1838/539 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-11-10 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 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 420 lb uplift at joint 5 and 291 lb uplift at joint 7. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil:1-3=-60,3-4=-60,5-8=-20 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire 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,see ANSI/1711 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. -- Tampa,FL 36610 - _. • Job Truss Truss Type Qty Ply T12285732 17-033414 J02 Jack-Open Supported Gable 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:45 2017 Page 1 ID:TZ4nklBfgNDsEgl_NGOhlOyqyPQ-X9_zbwymnK8Lai9PoLd RRdK85xp?ACfquOxZnXyS WzS 1-6-0 1-6-0 1 3x4=0.25IIIIII 12 3x6 I, Scale=t 13.2 2 1/ N il-u 354 = 4 3 20 Il 1-6-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 80.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=121/1-6-0,2=109/Mechanical,3=12/1-6-0 Max Horz 4=-73(LC 10) Max Uplift 4=-52(LC 8),2=-31(LC 8),3=-41(LC 12) Max Gray 4=121(LC 1),2=109(LC 1),3=64(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. • II;Exp D;End.,GCpi=0.18;MWFRS(directional)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 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 4,31 lb uplift at joint 2 and 41 lb uplift at joint 3. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ,ASA, t �� WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev.10/03/4015 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,see ANSIITPII Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 • Job Truss Truss Type Qty Ply T12285733 17-033414 J02A Jack-Open 3 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:46 2017 Page 1 ID:?24nIdBfgNDsEgI_NGOhlOyqyPQ-?MXLpGzOYeGCCskbM38g_gtHQL82vf9_62h6JzyS WzR 1-6-0 1-6-0 0.25 12 1 2x4 I I 2x4 I Scale=1:13.2 2 3 4 R N N M 5 2x4 I I 6 4 2x4 I I 1-6-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/deft Ud PLATES GRIP TCLL 80.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.01 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=215/0-5-8,3=180/Mechanical,4=35/Mechanical Max Horz 6=-70(LC 10) Max Gray 6=259(LC 19),3=232(LC 17),4=43(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-300,4-6=-20 A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT 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,see ANSUTPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712285734 17-033414 J05 Jack-Open 2 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:46 2017 Page 1 ID:?Z4nkIBfgNDsEgl_NGOhIOygyPQ-7MXLpGzOYe GCCskbM38g_gtFaL5GvIL_62h6JzyS WzR 4-3-0 4-3-0 3x4 I I 0.25 12 Scale=1:13.6 1 5 2 e v N O N 3 3x4 4 4-3-0 4-3-0 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.03 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-R Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=158/Mechanical,2=110/Mechanical,3=48/Mechanical Max Horz 4=-76(LC 10) Max Uplift 4=-86(LC 8),2=-96(LC 9) Max Gray 4=158(LC 1),2=110(LC 1),3=75(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 4-2-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 lb uplift at joint 4 and 96 lb uplift at joint 2. 10•1� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job • 'Truss Truss Type Qty Ply T12285735 17-033414 JO5A Flat Supported Gable 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:47 2017 Page 1 ID:9Z4nkIBigNDsEgI_NGOhIOygyPQ-TY5j0c_0JyO3g0JnwmfvW2PRVITue5B7LiQfrPyS WzQ 4-3-0 4-3-0 7 2 _I 6 \i Scale=1:13.0 m 4 N 6 5 4 2x4 H 2x4 II 2x4 I I 4-3-0 I 4-3-0 LOADING (psf) . SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix-R Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=60/4-3-0,4=71/4-3-0,5=186/4-3-0 Max Horz 6=-96(LC 8) Max Uplift 6=-54(LC 8),4=-55(LC 9),5=-96(LC 9) Max Gray 6=132(LC 18),4=152(LC 17),5=359(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-314/304 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 4-1-4 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 6,55 lb uplift at joint 4 and 96 lb uplift at joint 5. 10)Load case(s)2,16,17,18,19,20 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,4-6=-20 2)Dead+0.75 Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,see ANSI/7P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285735 17-033414 JO5A Flat Supported Gable 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:47 2017 Page 2 ID:7Z4nklBfgNDsEgI_NGOhlOygyPQ-TY5jOc_OJyO3gOJnwmfvW2PRVITue5B7LiQfrPyS WzQ LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-132,4-6=-20 16)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-130,4-6=-20 17)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-134,4-6=-20 Horz:1-6=32,3-4=9 18)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-134,4-6=-20 Horz:1-6=-9,3-4=-32 19)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-3=-134,4-6=-20 Horz:1-6=-15,3-4=15 20)Dead+0.75 Roof Live(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Veil:1-3=-134,4-6=-20 Horz:1-6=-15,3-4=15 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 a Job Truss Truss Type Qty Ply T12285736 17-033414 JO5B Half Hip 1 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:48 2017 Page 1 ID:?Z4nkdBfgNDsEgI_NGOhlOygyPQ-xkf6Ex f4FWwRAuzUUA83FyWg8g6NYgHaMADNrySWzP 0-10-0 4-3-0 I 0-10-0 3-5-0 2x4 I I 1 0.25 _ 2 Scale=1:13.2 12 4x5 = 3 3x4 \ v / / /// 5 4 3x4 = 3x4 = 6 2x4 2-1-8 4-3-0 2-1-8 2-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins:2-3. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=158/Mechanical,4=158/Mechanical Max Horz 6=99(LC 9) Max Uplift 6=-101(LC 8),4=-101(LC 9) Max Gray 6=321(LC 18),4=320(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-303/195 WEBS 2-6=-276/123 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=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 0-10-0,Interior(1)0-10-0 to 4-1-4 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. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 101 lb uplift at joint 6 and 101 lb uplift at joint 4. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil:1-3=-60,4-6=-20 11 =MN a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285737 17-033414 JO5C Half Hip 1 1 —_ _Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:48 2017 Page 1 ID:?Z4nkl Bfg N DsEgl_NGOhIOygyPQ-xkf6Ex_f4FWwRAuzUUA83FyZ48pvNYRHaMADNryS WzP 2-10-0 4-3-0 2.10.0 1-5-0 1 3x4 0.25 12 2 4x8 3 2x4 Scale=1:13.4 ■ N o \ \ N ■. I A 5 4 3x4 = 2x4 6 354 2-10-0 4-3-0 2-10-0 1-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P I Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals,and 2-0-0 oc purlins:2-3. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=158/Mechanical,4=158/Mechanical Max Horz 6=103(LC 9) Max Uplift 6=-100(LC 8),4=-103(LC 9) Max Gray 6=321(LC 18),4=321(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-296/192 WEBS 2-4=-277/122 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=6.Opsf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. It;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-10-0,Interior(1)2-10-0 to 4-1-4 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. 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 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 6 and 103 lb uplift at joint 4. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,4-6=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285738 17-033414 J08 Jack-Partial 10 1 Job Reference optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:49 2017 Page 1 ID•?Z4nkIBfgNDsEgl_NGOhIOygyPQ-PxDURH?HrZen3KTA1 BhNbTVkgY8b6_AQpovmwlySWzO 3-9-8 I 7-7-0 3-9-8 3-9-8 3x4= 2x4 II 0.25 12 Scale=1:15.2 1 4x5 = 9 2 3 4 - I — N 1111 w 82x4 11 ♦ 6 3x8 = 7 5 3x4 = 1 3-3-0 3r5-1 7-7-0 3-3-0 0-2-12 4-1-4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.19 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=531/0-6-0,6=53/Mechanical Max Horz 7=70(LC 12) Max Uplift 7=-428(LC 8),6=-44(LC 9) Max Gray 7=1023(LC 20),6=160(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-432/412 BOT CHORD 6-7=-232/320 WEBS 1-7=-438/449,2-7=-754/453,2-6=-357/259 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 428 lb uplift at joint 7 and 44 lb uplift at joint 6. 7)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=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-60,3-4=-20,5-8=-20 1 -- C g WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not pat a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "A 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12285739 17-033414 J15 Jack-Closed 5 1 Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:50 2017 Page 1 I D?Z4nklBfgNDsEgi_NGOhIOygyPQ-t7nsfd0vbtmehU2MbvCc8g 1 rWyQsrLIZ1 g1KSkyS W zN 2-1-8 9-11-4 14-2-0 2-1-8 7-9-12 4-2-12 Scale=1:23.4 0.25 iff 2x4 9 2 10 3 4x5 = 11 12 4 5x6 = 4x5= 1 -a- 8 5 2x4 II 7 6 4x5 = 4x5= 4x5= 2-0-02-1118 9-11-4 10-2-0 14-2-0 2-0-0 0-1-8 7-9-12 _ 0-2-12 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.17 6-7 >541 180 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=406/0-3-0,6=704/0-5-8 Max Horz 7=75(LC 9) Max Uplift 7=-294(LC 8),6=-537(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-725/260 BOT CHORD 5-6=-255/674 WEBS 1-7=-125/263,2-7=-374/382,2-6=-438/610,3-6=-501/549,3-5=-757/250 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 lb uplift at joint 7 and 537 lb uplift at joint 6. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Nit 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 �N building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYIi!T Q k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r v� n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 e Job Truss Truss Type Qty Ply T12285740 17433414 J15A GABLE 2 1 ;Job Reference(optional) BMC, EAST COMPONENTS 8.130 s Sep 15 2017 MiTek Industries,Inc. Tue Oct 17 11:19:51 2017 Page 1 ID:?Z4nkdBfgNDsEgl_NGOhIOygyPQ-LJLEsz1XMAuVIddY9ckrhua1uMirau9jGKOt AySWzM 14-2-0 14-2-0 Scale=1:23.5 0.25 12 3x4 II 3x4 II 17 2 18 3 4 5 6 19 7 20 16 10 3x4 I I 15 14 13 12 11 3x4 II 2-0-0 14-2-0 2-0-0 - 12-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Ina YES WB 0.16 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-R Weight 51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 9-1-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-2-0. (lb)- Max Horz 15=75(LC 9) Max Uplift All uplift 100 lb or less at joint(s)except 12=-231(LC 1),13=-147(LC 9),14=-154(LC 9),15=-250(LC 8),11=-645(LC 9) Max Gray All reactions 250 lb or less at joint(s)14 except 12=304(LC 9),13=254(LC 1),15=251(LC 18), 11=708(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 15-16=-147/288 WEBS 6-11=-390/526 NOTES- 1)Wind:ASCE 7-10;Vuft=130mph(3-second gust)Vasd=101 mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp D;End.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 14-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 lb uplift at joint 12,147 lb uplift at joint 13,154 lb uplift at joint 14,250 lb uplift at joint 15 and 645 lb uplift at joint 11. 10)n/a A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Na j PLATE LOCATION AND ORIENTATION 3/4y " Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS g,is always required. See BCSI. 0_ti �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves M. 11IN may require bracing,or alternative Tor I 1LNIIIIIikeAl pbracing should be considered. O3. Never exed thdegldig hwd eveO-� Ustackmaterialsceone inadequatelysinbracedsotrusses.ann p 4. Provide copies of this trussnoa design to then building r ' c7-a c6-7 cs-s ~ property designer,erection supervisor, ro owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. p p y plates 0- /16' from outside 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 I locations are regulated by ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=110 reaction section indicates joint nilli number where bearings occur. 1 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN_.u; 18.Use of green or treated lumber may pose unacceptable iiii environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTekl 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 2 A 301 1 _ 0? A4007 zo SECOND FLOOR 1 1/4" = 1'-0„ � 0 _ 0 21 41 $1 Z crAI F• 1l4" = V-0" 42" HIGH RAILINGS. SEE ELEVATIONS AND SECTION DRAWINGS 7'-1" Co LO CIRCULAR METAL STAIR AND RAILING 4" • CANT TO DRAIN 23'- 9" CONNECTION FOR GAS GRILL ENTERTAINMENT; 3 A 301 WALL TO BE FRAMED WITH 2X8 MEMBERS. REFER TO STRUCTURAL DRAWINGS VING 2 A300 15'-1" _ V3'- 3' - 8" 2'-8" 9, 2,-8" 9„ 2,-8' 9,. 2.-8.. 00, R.O. R.O. -R.O. R.O. o G O O O O 3, -Oft T-10" DINING 5'-2" CV i N r r 3'-8" 11 REFER MANUFACTURER FOR DOOR OPERATION/ CONFIGURATION. B DECK 019of 012 015 QI TALL UNIT 2 -- 0'01 EL V 4 12 10 PROVIDE WATER LINE — — B OWDE B 8002 12' - 6" - 9" 4' - 4" 5' 9' - 4" 3' -10" TALL UNIT 00, c v CV OiM DOG DOOR O- Cn I I I I I I I I I I I I I I I I I I I I I I I I I I I 10'-0" 2,-9" 15'-8" 2 400 ' 29"-10" REVISION 3 4'-0" V-5" 1'-7" V-5" 1'-7" V-5" V-7" V-5" V-7" V-5" 8" 2'-7" 3'-0" 2'-7" 4'-1" 4 R.O. WALL LEGEND R.O. R.O. R.O. <� [7= WALL TYPE A - 8" CMU WALL W/ SMOOTH R.O. WALL TYPE H - 2X6 WOOD STUD @ 16" O.C. WALL W/ HORIZONTAL STONE R.O. OVER 2" FUR OUT W/ INSULATION BOARD F 4 0 ON INTERIOR 002 WINE 18" _� B Z COOLER I FREEZER- - W I - L — _J iv a° AHU z i 30" REF. -------------- - -- 012 LO i 0 0 MICRO. i DW ° ° DRW. 4 ELEVATOR EQUIPMENT OVEN B Q STEAMER DRAIN FOR STEAMER. MASTER CLOSET 'n KITCHEN ' ROVIDE � 2 Owl NDRY L NE CHUTE. LOCA N TBD. UPPER � �---------------� AND SUSPEND. SUSPEND. COFFEE I- - - - - - - - - N BLIND UNIT UNIT RNER N N G 24' - 8" 3' -11" 3' - 0" 9„ 3'- 0, 9" 3 0„ 00, - --------- - R.O. R.O. R 2 1 18'-3" A 401 IZA A 401 61'-3" T-11" I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 3 (OPEN TO BELOW) A 300 0 17'-4" 1 IN I J Oil CV 777 `' 42" HIGH RAILINGS. MASTER BED 4) 013 SEE ELEVATIONS AND SECTION DRAWINGS CANT TO DRAIN 11 1 4 A 300 BATH FAUCET _ FLOOR MOUNTED G METAL RAILING B DECK N -v 009 6' - 4" 4'-4" 8" V HEATED FLOOR E MASTER BATH B 014 6'-6" 4'-6" A [I L EAR SHOWER DRAIN v CV B E cm M N N x OK E M. G' E I 2'-0" g'-8" 1'-5" 3'-0„ 1'-5" R.O. 12'-6" 2'-9" C/L 6- 5" MARK MACCO ARCHITECTS INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904.249 -ARCH (2724) www.MACCOARCHITECTS.com CK W. MACCO :0 ~ AR96004 ,4w Gam. N CARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 4 Revision 4 01/10/17 MERRIAM RESIDENCE 2ND FLOOR PLANF E 8 c u Project Number ##### Date 1.10.2018 Drawn By EN_ Checked By Checker A 201 Scale 1/411 = 11-011 11 M N 0 N 00 0 N �I REVISION 3 BP# e S !- 0�7 A 400 DATE a-- / w:9-3 / ! SIGNED WALL LEGEND [7= WALL TYPE A - 8" CMU WALL W/ SMOOTH WALL TYPE D - 8" EXPOSED CMU WALL, ® STACK BOND COURSING AND 1/2" GWB ® WALL TYPE H - 2X6 WOOD STUD @ 16" O.C. WALL W/ HORIZONTAL STONE STUCCO FINISH ON EXTERIOR AND 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON OVER 2" FUR OUT W/ INSULATION BOARD VENEER ON EXTERIOR SHEATHING ON INTERIOR ON INTERIOR EXTERIOR. 1/2" GWB OVER 2" FUR OUT WALL TYPE E - 2x6 WOOD STUDS @ 16" O.C. W/ INSULATION BOARD ON INTERIOR TO MATCH FACE OF WALL BELOW WALL TYPE B - 2x4 WOOD STUDS @ 24" ® W/ PAINTED HARDI-LAP SIDING ON EXTERIOR O.C. W/ 112" GWB BOTH SIDES AND 1/2" GWB ON INTERIOR. ZIP -WALL SYSTEM WALL TYPE C - 2x4 WOOD STUDS @ 24" ® O.C. W/ 1/2" GWB BOTH SIDES, 8'-0" H. ® WALL TYPE F - 8" CMU WALL W/ HORIZONTALWALL ® TYPE I- 2X6 WOOD STUDS @ 16" O.C. WALL W/ SMOOTH STUCCO FINISH STONE VENEER. 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON INTERIOR ON EXTERIOR SHEATHING ON EXTERIOR. AND 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON INTERIOR WALL TYPE G - 2x6 WOOD STUDS @ 16" O.C. WALL TYPE J - 2x8 WOOD STUDS @ 16" O.C. ® W/ SMOOTH STUCCO FINISH. 1/2" GWB ON � W/ SMOOTH STUCCO FINISH. 1/2" GWB ON INTERIOR. INTERIOR. N CARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 4 Revision 4 01/10/17 MERRIAM RESIDENCE 2ND FLOOR PLANF E 8 c u Project Number ##### Date 1.10.2018 Drawn By EN_ Checked By Checker A 201 Scale 1/411 = 11-011 11 M N 0 N 00 0 N CONFIRM SELECTION WITH OWNER OPENING ONLY- NO DOOR 5 OF THE 'C' WINDOWS ARE MULLED TOGETHER WITH 'G' AND 'M' WINDOW; OVERALL HEIGHT OF THESE MULLED WINDOW CONFIGURATIONS IS 7'-9" Quantity I Mark DOOR SCHEDULE p I I I g I Sig anufacturer Descri tion Finish Width Height Hei ht L Operation Hardware Comments 1 001 ANDERSEN OR EQUAL EXTERIOR DOOR 4'-0" 3'-4" 8'-0" 0" SEE PLAN 5 B JANDERSON 13 002 ANDERSEN OR EQUAL INTERIOR SOLID CORE DOOR SEE ELEVATION 3'-0" 8'-0" 0" SEE PLAN ANDERSON OR EQUVALENT 2 006 ANDERSEN OR EQUAL DOUBLE INTERIOR SOLID CORE DOOR A31 (ENTRY (8)) 5'-0" 8'-0" 0" SEE PLAN FIXED WINDOW 2'-0" 1 008 ANDERSEN OR EQUAL EXTERIOR SLIDING GLASS DOOR G 6'-0" 8'-0" 0" SEE PLAN 3'-0" ANDERSON SERIES 400 FWGD6080 (1 ST FLOOR BEDROOM 1) 3 009 ANDERSEN OR EQUAL INTERNAL SINGLE POCKET SLIDER SOLID CORE OR EQUVALENT 3'-0" 8'-0" 0" SEE PLAN NON -IMPACT CX15 (DINING ROOM (4)) 2 010 Clopay Building Products Company 2-1/8" Thick Aluminum Sectional Door 5'-0" 9'-0" 8'-0" -6" SEE PLAN 1 K 1 011 ANDERSEN OR EQUAL FROSTED GLASS PANEL DOOR SEE ELEVATION 3'-0" 8'-0" 0" SEE PLAN ANDERSON OR EQUVALENT 2 012 ANDERSEN OR EQUAL INTERIOR SOLID CORE DOOR P3060/AM31 (ENTRY HIGH DOUBLE WINDOW (3)) 2'-0" 8'-0" 0" SEE PLAN FIXED WINDOW 1'-6" 1 013 ANDERSEN OR EQUAL EXTERIOR SLIDING GLASS DOOR Q 7'-11" 8'-0" 0" SEE PLAN 3'-2" ANDERSON SERIES 400 FWGD8080 (LS) (2ND FLOOR MASTER BEDROOM) 1 014 ANDERSEN OR EQUAL INTERIOR SOLID CORE DOOR 3'-0" 8'-0" 0" SEE PLAN 2 016 TBD EXTERIOR DOG DOOR 1'-0" 2'-0" 2" SEE ELEVATION 1 018 ANDERSEN EXTERIOR DESIGNER DOOR 31-4" 8'-0" 0" 1 019 ANDERSEN EXTERIOR SLIDING GLASS DOOR 15'-9" 8'-0" 0" REFFER TO MANUFACTURER ANDERSON SERIES 400 FWG16080-4 (2ND FLOOR SLIDING GLASS DOOR TO REAR DECK) 1 020 ANDERSEN DOUBLE SLIDING GLASS DOOR 11'-10" 8'-0" 0" REFFER TO MANUFACTURER ER ANDERSON SERIES 400 FWGD-4-111080 (SRLS) (1ST FLOOR SLIDING GLASS DOOR FAMILY ROOM Grand total: 33 WINDOW SCHEDULE Quantity I Mark I Man facturer I Description I Height I Width I Operation I Impact I Comments 2 A JANDERSON OR EQUVALENT OPERABLE CASEMENT 4'-0" 2'-0" SEE ELEVATION NON -IMPACT C14 (LAUNDRY (1), 1ST FLOOR BATHROOM (1)) 5 B JANDERSON OR EQUVALENT FIXED WINDOW 6'-0" 1'-5" SEE ELEVATION NON -IMPACT CR16 (STAIRS (5)) 8 C ANDERSON OR EQUVALENT FIXED WINDOW 2'-0" 3'-0" SEE ELEVATION NON -IMPACT A31 (ENTRY (8)) 1 E ANDERSON OR EQUVALENT FIXED WINDOW 2'-0" 4'-0" SEE ELEVATION NON -IMPACT A41 (MASTER BATHROOM (1)) 2 G ANDERSON OR EQUVALENT OPERABLE CASEMENT 6'-0" 3'-0" SEE ELEVATION NON -IMPACT CXW16/AN31 (ENTRY LOWER DOUBLE WINDOW (2)) 4 1 ANDERSON OR EQUVALENT FIXED WINDOW 5'-0" 2'-8" SEE ELEVATION NON -IMPACT CX15 (DINING ROOM (4)) 6 J ANDERSON OR EQUVALENT OPERABLE CASEMENT 5'-0" 2'-8" SEE ELEVATION NON -IMPACT CX15 (EXERCISE (2), BEDROOM 3 (2), BEDROOM 2 (2)) 1 K ANDERSON OR EQUVALENT OPERABLE CASEMENT 5'-0" 2'-0" SEE ELEVATION NON -IMPACT C15 (MASTER TOILET (1)) 3 M ANDERSON OR EQUVALENT FIXED WINDOW 6'-0" 3'-0" SEE ELEVATION NON -IMPACT P3060/AM31 (ENTRY HIGH DOUBLE WINDOW (3)) 4 N ANDERSON OR EQUVALENT FIXED WINDOW 1'-6" 3'-0" SEE ELEVATION NON -IMPACT AR31 (MASTER CLOSET (3), mASTER SHOWER (1)) 2 Q ANDERSON OR EQUVALENT FIXED WINDOW 8'-0" 3'-2" SEE ELEVATION NON -IMPACT FWG3380 (S) STATIONARY PANEL (2ND FLOOR WALL TO DECK) Grand total: 38 0 NOTE: ALL INTERIOR GLAZED AREAS ARE TO BE TEMPERED SAFETY GLASS. NOTE: ALL WINDOWS IN WET AREAS (INCLUDING SHOWERS) TO RECEIVE A VINYL CLADDING OR COVERING ON INTERIOR TO PREVENT WATER INTRUSION. TYPICAL. NOTE: NO IMPACT GLASS. PERFORMANCE GRADE (PG) OF 45 OR BETTER WITH HIGHER PG PER OWNER REQUEST. USE CORROSION RESISTANT HARDWARE. OFFICE COPY REVISION BP# K 0- 007 DATE 2,—E-/ tel_ l SIGNED MARK MACCO ARCHITECTS INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904.249 -ARCH (2724) www.MACCOARCHITECTS.com F F� (Uj MARK W. MACCO;71 �7 ~ AR96004 ,4W k4� eD PSG MARK MACCO, AIA N CARB FLORIDA REGISTRATION: # AR96004 No. Description Date 4 Revision 4 01/10/17 MERRIAM RESIDENCE SCHEDULES FEB 2 0 ?niq Project Number @@# Date 1.10.2018 Drawn By EN Checked By MWM A 203 Scale rel N O N 00 Q N METAL HANDRAIL 2 A 401 METAL HANDRAIL TB f. } 1 A 401 SCUPPER AND DOWNSPOUT KITCHEN VENTHOOD EXHAUST A METAL HANDRAIL AND STAIRCASE 1 EAST ELEVATION 0 4" PAINTED HARDI LAP OR AC COMPRESSOR ALLURA PRE PAINTED FIBER CEMNT LAP SIDING 4 AT OWNER DISCRETION RECESSED PUCK LIGHTING ROOF BEARING 22'-0" ENTERTAINMENT CENTER ELEVATION 3 1/2" = 1'-011 0 2' 4' 8' SCALE: 1/4"=1'-0" -- IRE WALL _S/ TILES TBD BY T SURFACE TERTOP TBD BY T SECOND FLOOR OL 12'-0" 0 bo METALF HORIZONTAL STOI VENEER OVER LA' TYP. 3 COAT SMOOTH STUCCO OVER LA TYP. O 0 Fh GAS HEATER EXHAUSTS 4 X 2'-0" PET DOOR 3 A 400 SMOOTH STUCCO FINISH OVER BROWN ON SCRATCH COAT OVER METAL LATHE TYP. 12'-0" Immim— 1702 001 o 1'-0" DRYER VENT i 4" PAINTED HARDI LAP OR � ALLURA PRE PAINTED FIBER CEMENT LAP SIDING AT OWN DISC E ON. L 4 – ----T-- 3'- 3" HORIZONTAL STONE VENEER OVER LATHE TYP. - METAL HANDRAIL -. -- --r — 4 METAIL CANOPY D SUPPORT EXPOSED CMU TYP. 0 1 CV MARK MACCO ARCHITECTS INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904.249 -ARCH (2724) www.MACCOARCHITECTS.com 170 I— x ' w x c� Z N SECOND FLOOR � 12'-0-0" o T.O. FIRST _ TOP STRUCTURE 27'-6-6" 'AIR TOWER PLATE HEIGHT _ T.O. ROOF DECK � 24'-0-0" _ ROOF BEARING 22-0" LEVEL ` 10'-0-0" 1 0 I, C/'•!'10 ATI\/C 11ACTA1 ■1CTA1 I IA.InnAll 2 SOUTH ELEVATION FIRST FLOOR � I 0" TOP STRUCTURE_ 27'-6-6" R TOWER PLATE HEIGHT__ — —25'-8-8" T.O. ROOF DECK 24'-0-0" _ ROOF BEARING__ 22'-0" IPPER AND DOWNSPOUT X 2'-0" PET DOOR 4" PAINTED HARDI LAP OR ALLURA PRE PAINTED FIBER CEMENT LAP SIDING AT OWNER DISCRETION _ SECOND FLOOR 12'-0" _ T.O. FIRST LEVE_ 101- O OSED CMU _ _FIRST FLOOR 0" OFFICE Co REVISION BP# r12t-SQ_ On � DATE ')-. / Z"> / SIGNED Yh ,<<G OF FSO Co MARK W. MACCO 7 :zD 0 ~ AR96004 MARK MACCO, AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 4 Revision 4 01/10/17 A 301 MERRIAM RESIDENCE ELEVATIONS FEB 2 0 2018 Project Number @@',# Date 1.10.2018 Drawn By EN Checked By MW M 004 ral Scale As indicated rn N 0 N 0 N 13'- 0" ------------- -----_---_FEAT[ FEAT[ PANEI WALL MOUNTED TV i I I CLIEN I I L—__--__ J SOLID COLIN CLIEN 0 ENTERTAINMENT CENTER ELEVATION 3 1/2" = 1'-011 0 2' 4' 8' SCALE: 1/4"=1'-0" -- IRE WALL _S/ TILES TBD BY T SURFACE TERTOP TBD BY T SECOND FLOOR OL 12'-0" 0 bo METALF HORIZONTAL STOI VENEER OVER LA' TYP. 3 COAT SMOOTH STUCCO OVER LA TYP. O 0 Fh GAS HEATER EXHAUSTS 4 X 2'-0" PET DOOR 3 A 400 SMOOTH STUCCO FINISH OVER BROWN ON SCRATCH COAT OVER METAL LATHE TYP. 12'-0" Immim— 1702 001 o 1'-0" DRYER VENT i 4" PAINTED HARDI LAP OR � ALLURA PRE PAINTED FIBER CEMENT LAP SIDING AT OWN DISC E ON. L 4 – ----T-- 3'- 3" HORIZONTAL STONE VENEER OVER LATHE TYP. - METAL HANDRAIL -. -- --r — 4 METAIL CANOPY D SUPPORT EXPOSED CMU TYP. 0 1 CV MARK MACCO ARCHITECTS INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904.249 -ARCH (2724) www.MACCOARCHITECTS.com 170 I— x ' w x c� Z N SECOND FLOOR � 12'-0-0" o T.O. FIRST _ TOP STRUCTURE 27'-6-6" 'AIR TOWER PLATE HEIGHT _ T.O. ROOF DECK � 24'-0-0" _ ROOF BEARING 22-0" LEVEL ` 10'-0-0" 1 0 I, C/'•!'10 ATI\/C 11ACTA1 ■1CTA1 I IA.InnAll 2 SOUTH ELEVATION FIRST FLOOR � I 0" TOP STRUCTURE_ 27'-6-6" R TOWER PLATE HEIGHT__ — —25'-8-8" T.O. ROOF DECK 24'-0-0" _ ROOF BEARING__ 22'-0" IPPER AND DOWNSPOUT X 2'-0" PET DOOR 4" PAINTED HARDI LAP OR ALLURA PRE PAINTED FIBER CEMENT LAP SIDING AT OWNER DISCRETION _ SECOND FLOOR 12'-0" _ T.O. FIRST LEVE_ 101- O OSED CMU _ _FIRST FLOOR 0" OFFICE Co REVISION BP# r12t-SQ_ On � DATE ')-. / Z"> / SIGNED Yh ,<<G OF FSO Co MARK W. MACCO 7 :zD 0 ~ AR96004 MARK MACCO, AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 4 Revision 4 01/10/17 A 301 MERRIAM RESIDENCE ELEVATIONS FEB 2 0 2018 Project Number @@',# Date 1.10.2018 Drawn By EN Checked By MW M 004 ral Scale As indicated rn N 0 N 0 N A4 ' DECORATIVE MET, RAILING 3 COAT SMOOTH S PARAPET WALL CLOSED CELL SPR, INSULATION, R-191 SMOOTHSTUCCO SOFFIT 4" HARDIE LAP OR A PREPAINTED FIBER SIDING A OWNER DI BUILDING SECTION 1 /4" 1' 0,- 0 9" 1'-6" 3' SCALE: 3/4" = 1'-0" PLI-DEK ROOFING SYSTEM TOP STRUCTURE 27'-6" 3/4" ROOF SHEATHING ON PRE-ENGINEERED WOOD TRUSSES. SLOPE PRE-ENGINEERED INTO ROOF TRUSSES T.O. ROOF DECK 24'-0" ROOF BEARING 22'-0" 3 COAT SMOOTH STUCCO ON SHEATHING OVER 2X6 WOOD FRAMING SECOND FLOOR 12'-0" T.O. FIRST LEVEL 10'-0" 710 3 COAT SMOOTH STUCCO ON 8" CMU 4" CONC. SLAB W/ 4" W.W.M. 8" CMU STEMWALL AND CONC. FOOTING _ FIRST FLOOR 0" 'DURO-LAST' MEMBRANE ROOFING, COLOR: WHITE OR EQ. _TOP STRUCTURE _� 27'-6" 3/4" ROOF SHEATHING ON PRE-ENGINEERED WOOD TRUSSES. SLOPE PRE-ENGINEERED INTO ROOF TRUSSES T.O. ROOF DECK 24'-0" ROOF BEARING 3 COAT SMOOTH STUCCO ON SHEATHING OVER 2X6 WOOD FRAMING SECOND FLOOR0 12'-" T.O. FIRST LEVEL 10'-0'' DOWNSPOUT BEYOND 3 COAT SMOOTH STUCCO ON 8" CMU 4" CONC. SLAB W/ 4" W.W.M. B" CMU STEMWALL AND CONC. FOOTING FIRST FLOOR 0" REVISION BP# R 007 q _ DATE__/ 3 /_ SIGNED MARK MACCC ARCHITECTS INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904.249 -ARCH (2724) www.MACCOARCHITECTS.com F F, FCO MARK W. MACCO 71 AR96004 RFD P� MARK MACCO, -AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 4 Revision 4 01/10/17 MERRIAM RESIDENCE SECTIONS FEB 2 0 2018 Project Number ##### Date 1.10.2018 Drawn By CS Checked By M W M A 01 Scale 1/411 = 1'-0" 11 co M 0 N co 0 N DESIGN CODE: 2015 FLORIDA BUILDING CODE - RESIDENTIAL DESIGN LOADS: ACTUAL AND UNIFORM ROOF LOADING TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD LIVE LOAD BOTTOM CHORD DEAD LOAD FLOOR LOADING TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD LIVE LOAD BOTTOM CHORD DEAD LOAD ROOF (cd=1.25) 20 psf 7 psf (ASPHALT SHINGLES) 10 psf 5 psf 66C� (cd=1.00) 40 psf 20 psf 0 psf 5 psf DEFLECTION CRITERIA: BA S SHALL BE #5 OR GREATER, ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 OF FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 SUPPORT WIND LOADING: SHALL BE PROVIDED FOR TOP BARS. ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED BY 0.75 WHEN COMBINED w/ DEAD LOAD. BASIC WIND SPEED (ASCE 7-10) -------------- 130 IMPORTANCE FACTOR - - - - - - - - - - - - - - - - - - - - - - 1.00 MEAN ROOF HEIGHT ----------------------- PROCTOR 25.0 FT ROOF PITCH ---------------------------- NUTS ONLY WHERE SO INDICATED VARIES BUILDING CATEGORY ----------------- S II EXPOSURE CATEGORY - - - - - - - - - - - - - - - - - - - - - - D ENCLOSURE CLASSIFICATION ----------------- ENCLOSED INTERNAL PRESSURE COEFFICIENT -------------- ± .18 COMPONENTS & CLADDING DESIGN PRESSURES TRIBUTARY INTERIOR EDGE STRIP (PSF): AREA (sf) ZONE (PSF) 'a' - 4'-6" 10 +30.2 -32.9 +30.2 -40.5 50 100 +27.1 -29.6 +25.7 -28.2 +27.1 -34.2 +25.7 -31.2 THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY, NO FURTHER REDUCTION SHALL BE PERMITTED • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. • LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. •. THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES. • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. GENERAL NOTES DESIGN CRITERIA ROOF COVERING SPECIFICATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VA LEY MATERIALS, TIMBER FRAMED BEARING WALL NOTES: 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SYP#2. 2: PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE P, T. 3. SILL PLATE ANCHORS -%2"x6" EPDXY ANCHORS @ 24" O.C. MAX 4. STUD SIZE & GRADE PER STRUCTURAL PLANS. 5. MIN. OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. 6. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS, U.O.N. 7. SPACE STUDS AT 24" O.C. IN NON -LOAD BEARING WALLS. 8. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. WOOD FRAMING SPECIFICATIONS: ALL CONCRE E HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS ALL CONCRE E REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN THE LATEST EDITION OF THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES', ACI 315. BAR SUPPORTS SHALL BE PLASTIC DIPPED AFTER FABRICATION. ALL REINFOR ING SPLICES SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF ACI 318, BUT IN NO CASE SHALL BE LESS THAN 40 BAR DIAMETERS, U.O.N. ALL WELDED WIRE FABRIC SHALL BE LAPPED TWO (2) MESH PANELS AND TIED SECURELY. WHERE REQUIRED, DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING, U.O.N. SUPPORT BA S SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN 48" O.C. A MINIMUM OF THREE (3) SUPPORT BARS AND THREE (3) INDIVIDUAL CHAIRS FOR EACH SUPPORT BAR SHALL BE PROVIDED FOR TOP BARS. EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMB -R SHALL BE MARKED WITH SUPPORT BA S AND ENDS OF MAIN REINFORCING SHALL NOT EXTEND MORE THAN 1'-6" THE GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATI N WHOSE REGULAR BUSINESS PAST OUTER OST CHAIR OR SUPPORT BAR. IS TO ESTABLISH LUMBER GRADES, ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SHALL BE INS'TALLED OVER MINIMUM 10 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED . SINGLE LENGTH PIECES. SPLICES WILL NOT BE PERMITTED EXEPT WHERE SPECIFICALLY SO CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. DETAILED OR AS DIRECTED BY THE ENGINEER. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED t)AW(;U IJ r N SLABS UN UNAUt : BY "SIMPSONS" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FOR CONTRO LED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 16'x16' GRID WITHIN 12 FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. HOURS OFC NCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB AND WHERE SHOWN ON FOUNDATION PLAN S1.0. CALL EOR FOR ALTERNATIVE METHODS. BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRE TO SUPPORT ALL ITEMS OF FOUNDATIONS: FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A FLOOR AREAS (AS REQUIRED BY BUILDING OFFICAL AND ARCHITECT). IGATION REPORT IS RECOMMENDED TO ER F TO SUFFICIENT DEPTH TO HOUSE THE BOLT HEAD OR NUT SND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THIR DS TO PREVENT LOOSENING. COMMON NAILS SHOULD BE USED WHEN NAILING IS SPECIFIED ON THESE PLANS (U.O.N.), SUCH AS AT SHEARWALLS AND DIAPHRAGMS. ALL OTHER N ILING MAY BE OF THE "BOX OR SINKER" TYPE. ALL ROUGH CARPENTRY WILL PRODUCE JOINTS TRUE AND TIGHT AND WELL NAILED WITH MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND ALL PERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS SHORT STUDS, TRIMMERS, HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED. ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELY LOCATED. CAREFULLY SELECT ALL STRUCTURAL FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, E ECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTI G DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN SHOWN ON S1.0, DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS 0TH RWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS MEMBERS. INDIVIDUAL PIECES SHALL BE SELECTED SO THAT KNOTS AND OBVIOUS MINOR LOCATION SOILS INVES -9EI ECTS WILL NOT INTERFERE V I Y SUITABLE SUBSURFACE OR PROPER NAILING OR THE WITH MASONRY, CONCRETE OR FILL AND BA CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THE ENGINES SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND THAN THE DIAMETER OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF STEEL WASHERS UNDER HEADS AND NUTS. NUTS SHALL BE zULLED TIGHT AND AGAIN DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" THICK MAXIMUM & OBTAINED. CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTS MEMBERS. COUNTER BORE 95% MODIFIE PROCTOR IN ACCORDANCE WITH ASTM D 1557, FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED IN THE DRAWINGS AND THEN SHEARWALL S TO SUFFICIENT DEPTH TO HOUSE THE BOLT HEAD OR NUT SND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THIR DS TO PREVENT LOOSENING. COMMON NAILS SHOULD BE USED WHEN NAILING IS SPECIFIED ON THESE PLANS (U.O.N.), SUCH AS AT SHEARWALLS AND DIAPHRAGMS. ALL OTHER N ILING MAY BE OF THE "BOX OR SINKER" TYPE. ALL ROUGH CARPENTRY WILL PRODUCE JOINTS TRUE AND TIGHT AND WELL NAILED WITH MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND ALL PERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS SHORT STUDS, TRIMMERS, HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED. ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELY LOCATED. CAREFULLY SELECT ALL STRUCTURAL FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, E ECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTI G DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN SHOWN ON S1.0, DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) UNLESS 0TH RWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS MEMBERS. INDIVIDUAL PIECES SHALL BE SELECTED SO THAT KNOTS AND OBVIOUS MINOR LOCATION D-2922 TESF -9EI ECTS WILL NOT INTERFERE WITH THE PLACING OF BOLTS, OR PROPER NAILING OR THE WITH MASONRY, CONCRETE OR FILL AND BA MAKING OF SOUND CONNECTIONS. LUMBER MAY BE REJECTED BY THE ENGINEER FOR STRUCTURAL FELL: EXCESSIVE WARP, TWIST, BOW OR CROOK, MILDEW, FUNGUS OR MOLD AS WELL AS FOR FOUNDATIONS PLACED ON COMPACTED STRUCTURAL FILL HAVE BEEN DESIGNED FOR A NET IMPROPER GRADE MARKINGS, DEFECTS WHICH WILL RENDER A PIECE UNABLE TO SERVE ALLOWABLE KARING PRESSURE OF 3,000 PSF. FILL TO BE COMPACTED TO 95% OF MAXIMUM ITS INTENDED FUNCTION SHALL BE DISCARDED. METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" THICK MAXIMUM & OBTAINED. CONTRACTOR SHALL BE GALVANIZED UNDER THE DIRECT SUPERVISION OF A GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO WHERE "LVL" MEMBERS ARE INDICATED ON THE PLANS AND SCHEDULES THEY SHALL BE MANUFACTURED BY TRUSS -JOIST MACMILLAN OR BE AN APPROVED EQUAL PRODUCT. MEMBERS SHOWN ON THE PLANS AND SCHEDULES ARE DETERMINED FROM MANUFACTURER SUPPLIED INFORMATION AND SHOULD BE REVIEWED FOR COMPLIANCE BY THE MANUFACTURER'S CIVIL OR STRUCTURAL ENGINEER. LOADING INFORMATION MAY BE PROVIDED UPON REQUEST. NOTCHES, HOLES OR CUTS SHOWN IN THE TYPICAL DETAILS ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER. VERIFY COMPACTION AS REQUIRED BY THE GEOTECHNICAL ENGINEER AT THE FOLLOWING INTERVALS: -AT ON (1) LOCATION FOR EVERY 5,000 SF OF BUILDING AREA -AT 25 o OF ANY ISOLATED COLUMN FOOTING LOCATIONS -AT ON (1) LOCATION FOR EVERY 100 LINEAR FEET OF CONT. WALL FOOTING TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM MATERIAL SPECIFICATIONS: ENING SCHEDULE LOCATION D-2922 TESF METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR FILL AND BA KFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE OR ASTM F 1554 GRADE 36. SOIL SHALL BE PRESSURE -TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT SHALL NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE MADE WITH ADJUSTMENT OF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS OBTAINED. CONTRACTOR SHALL BE GALVANIZED SHALL BE STAINLESS STEEL. VERTICAL. SEE PLAN FOR RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM HOLES SHALL BE '/4" LARGER THAN REBAR METAL CONNECTORS AND FASTENERS SIX AND '/g" LARGER THAN THREADED ROD SIZE. (U.O.N.) ALL EXPOSED METAL STRAPS AND HANGERS SHALL BE GALVANIZED G185 (1.85 OZ/FT"2) ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL OR BETTER. CARTRIDGE INSTALLATION ONLY): HANGER AND STRAPS INTALLED OVER ACO OR ACZE PRESSURE TREATED LUMBER SHALL USP CIA -GEL 7000 HIGH STRENGTH EPDXY. BE STAINLESS STEEL. SIMPSON 'SET' EPDXY. ENING SCHEDULE LOCATION CONNECTION REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. SPECIFICATIONS OF ASTM153 OR BETTER. COLLAR TIE TO RAFTER STRUCTURAL STEEL BOLTS: SHALL BE ASTM A325 1- LOCATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AS WELL AS WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. FASTENERS INTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE WITH ACTUAL EQUIPMENT PURCHASED. ARCHITECT/STRUCTURAL ENGINEER WITH LONG DIMENSION PERPENDICULAR STAINLESS STEEL. APA RATED CONTRACTOR RESPONSIBILITIESTHE CONTRACTOR SHALL COORDINATE THE INSTALLED VERTICAL. SEE PLAN FOR ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL AND PLUMBING FOR SHEATHING SPECIFICATIONS: LOCATION OF MISCELLANEOUS ITEMS (SUCH AS BENT PLATES, INSERTS, ETC.) ROOF - MIN.1/2", 24/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2%2" RING AFFECTING STRUCTURAL WORK, LOCATION OF OPENINGS AND SLEEVES SHANK NAILS @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE THROUGH THE STRUCTURE, SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS, AND EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE). OTHER RELATED ITEMS WITH THE STRUCTURAL DRAWINGS, THE CONTRACTOR ENING SCHEDULE LOCATION CONNECTION O= FASTENER SHALL VERIFY ALL CONTRACT DOCUMENT FLOOR AND ROOF MOUNTED WALL - MIN. '11r,", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, MECHANICAL EQUIPMENT WEIGHTS, FLOOR AND ROOF OPENING SIZES AND COLLAR TIE TO RAFTER c FACE NAIL J 1- LOCATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AS WELL AS FASTENED w/ 8d @ 6" O.C. EDGE AND 6" O.C. FIELD. INSTALL SHEATHING WITH ACTUAL EQUIPMENT PURCHASED. ARCHITECT/STRUCTURAL ENGINEER WITH LONG DIMENSION PERPENDICULAR TO THE STJDS. APA RATED SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. STRUCTURAL 1 SHEATHING MAY BE INSTALLED VERTICAL. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT SHEARWALL S COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. NOTIFY IN WRITING THE STRUCTURAL ENGINEER OF CONDITIONS ENCOUNTERED IN THE FIELD CONTRADICTORY TO THOSE SHOWN IN THE STRUCTURAL DOCUMENTS. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS. FLOOR - 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE �4NID NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD PORCH -'/2 " GYPSUM (WATER PROOF) GREEN BOARD, W/ 5COOLER NAILS @ 6" O.C. EDGE & FIELD OR 3/8 " (OR GREATER) OSB OR PL 'WOOD, W/ 8D COMMON NAILS @ 6" O.C. EDGE AND FIELD MA:jUNNY 5 tU1IrI.:AIIUNJ: MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05 GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 VVITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. ARCHITECT SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL FLASHING. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE- STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". MASONRY S MWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS ALL CELLS BELOW FINISHED SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT WITH - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICUL.AR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY, (EVERY OTHER COURSE), AD VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 1 /S1.0. UNLESS NOTED OTHERWISE. AP JOINT REINFORCING SHALL BE A MINIMUM OF 6". (;UNC;NL I t MAJUINK T UNI I J C;MU CMU SHALL 3E IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (F'M=1500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". WOOD MEMBER FAS, ENING SCHEDULE LOCATION CONNECTION O= FASTENER CEILING JOIST LAPS OVER PARTITIONS (3)16d FACE NAIL (4)GUN NAIL Q (3)1Od N COLLAR TIE TO RAFTER c FACE NAIL J 1- (3)GUN NAIL Luis A. Pontigo, PE (3)8d N� RAFTER TO PLATE TOENAIL rn (3)GUN NAIL (3)10d TOENAIL (4)GUN NAIL JACK RAFTER TO HIP (2)16d FACE NAIL (3)GUN NAIL ROOF RAFTER TO (2) PLY (2)16d TOENAIL OR (3)GUN NAIL RIDGE BEAM FACE NAIL (3)16d JOIST TO BAND JOIST FACE NAIL (4)GUN NAIL BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3)8d END NAIL (3)GUN NAIL RIM JOIST TO TOP PLATE 8d @ 6"O.C. TOENAIL (3)GUN NAIL @ 6"O. C. TOP PLATES, LAPS AND INTERSECTIONS (2)16d FACE NAIL (3)GUN NAIL @ 6"O.C. (3)8d CEILING JOISTS TO PLATE TOENAIL (5)GUN NAIL (3)8d JOIST TO SILL OR HEADER TOE NAIL (2)GUN NAILS 2" SUB FLOOR TO JOIST OR GIRDER (2)16d BLIND OR FACE NAIL SOLE PLATE TO 16d @ 16"O.C. TYPICAL JOIST OR BLOCKING FACE (3)GUN NAIL @, 8"O.C. (2)16d TOP PLATE TO STUD END NAIL (3)GUN NAIL (4)8d TOENAIL (4)GUN NAIL STUD TO SOLE PLATE (2)16d END NAIL (3)GUN NAIL TYPICAL FASTENERS 3"x0.131 "b = GUN NAILS 2"x0.113"b = RI K SHANK 1'/2 "x0.131 "b 8dx11/2 " 2"x0.113"O = 6d 2'/2 "x0.131 "0 8d 11/2%0.148"0 10dx1'/2 " 3"x0.148"O = 10d 31/,%0.162"0 16d SHOP DRAWINGS DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OF SUCH SYSTEMS SHAL BE SEALED BY AN ENGINEER LICENSED IN THE PROJECT STATE. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS AND THE DELEGATED ENGINEER INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. SUCH I REVIEW BY THE STRUCTURAL ENGINEER SHALL NOT IMPLY ANY RESPONSIBILITY FOR THEA ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL RESPONSIBILITY FOR D11MENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. PRE-ENGINEERED SYSTEMS SHALL INCLUDE WOOD FLOOR & ROOF SYSTEMS, ALUMINUM & GLASS WINDOWS, DOORS. SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC. INDICATED WITHIN WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW OF THE PRE-ENGINEERED SHOP DRAWIN S. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUDING DEPT, AS A DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS. am REVISION 7_ ooh DATE_�.�_2�_30 0.! SIGNED FFD 2 0 2018 IL P Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT us WITH YOUR COMMENTS COMMENTS @ LP•A.COM FIELD ALTERATION CON I RACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM l"HE INTENT OF THL ORIGINAL CONSTRUCTION UOCUMLN I -S. ANY FIELD AL I LRNATIONS MADL PROR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY REStAT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. Q "_ O= 41 R� e �•� �1i U a22 Q Q _ s 1.+A -re Cad' 1 N m c c '?✓ . J f".§ tj Z.i 113. -;e�W1MNPp{1i1. i J 1- � Luis A. Pontigo, PE FL PE#53311 N� REVISIONS DATE Q rn FIELD ALTERATION CON I RACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM l"HE INTENT OF THL ORIGINAL CONSTRUCTION UOCUMLN I -S. ANY FIELD AL I LRNATIONS MADL PROR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY REStAT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONSj THESE: DRAWINGS. IF A DIME UNCLEAR REFER TO TH ARCHITECTURAL DRAWING CONTACT "rHE E.O.R PLANNAME CUSTOM fDES_1CG;SN/DRAWN/CH ECKED CRD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET so.o SHEET 1 OF 14 Q "_ O= � U Q Q w N °7 Q U J 1- � Z N� Q rn DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONSj THESE: DRAWINGS. IF A DIME UNCLEAR REFER TO TH ARCHITECTURAL DRAWING CONTACT "rHE E.O.R PLANNAME CUSTOM fDES_1CG;SN/DRAWN/CH ECKED CRD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET so.o SHEET 1 OF 14 0 MONO FOOTING TO STEMWALL w/ 2-#5x30" DOWELS EPDXIED 6" MIN. ENLARGED FOOTING. SEE FOO ING SCHEDULE, F3.0 (TYPICAL) S1.01 51.01 F3.5 I ( L CONCRET L `� w/ ------ FIBERMESH 1.5 tBS/CU.YD. OF CONCRE E DR 6x6 W1.4xW1.4 WWF ON 6M1 A R BARRIER 8 IN PREPARE R E. S1.01 8 - 51.01 I I I I I 2"I a �e � " � rr r » r 11 -9 3 -0 7 -2 29 -1 4 -9 ^4B413 Lr 11 51.01 I I`�I ISI I ri L-- J 8 PROVID SAW CUTS PER8" 2' 1 0, BUILDER TO Is1.o1 PROVIDE 2-#4x4 -0 F4.0 COOR ATE WITH FINISH 4g CORNER CRACK BARS 1'-7 LO R MATERIAL. �1 S1.01 AT SLAB MID -DEPTH. 17'-11" zr' N S1.01 , _ F3.0 1 5 F3.5 6 S1.01 S1.01 r, FOUNDATION PLAN SCALE: 1/4" = 1'-0" Al EXTENSI VE TRUSS AND ARCHIT CTURAL REVISIO S THRU OUT. 3'-6" WIDE FOOTING w/ 4-#4 CONT. __ t _ J 1 S1.01 III_ PROVIDE 2-#4x4'-_0 CORNER CRACK BA S v AT SLAB MID-DEPTI IQ Co 3B PROVIDE 2-#4x4'-0" CORNER CRACK BARS AT SLAB MID -DEPTH. 1 S1.01 -- - 7 -__7' --7' 3A S1.01 5.- 5'-0" MONO FOOTING TO STEMWALL w 2-#5x30" DOWELS EPDXIED 6" MIN. � II; III' 4S10, F3.5 S1.01 811 4A S1.01 Ir IN !VIA 5YMBUL5 LEGEND ----- DESIGNATES FOOTING LINE - DESIGNATES SAWCUT LINE INTERIOR LOAD BEARING WALL 7q77 DESIGNATES SLAP RECESS ---- BEAM OR TRUSS, SEE PLAN Lpu Pontigo and gtlssociates. Inc. 420 Osceola Avenue Jax, Beach, Florida 32250 Ph. 2442-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM I •';O y, � Y ✓ 4 p- Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE 0 TRUSS AND 10.17.17 ARCH REV EIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO& ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIE[ D MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMEW S. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU POIVIIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING. OR INSPECTION FEE5. FOUNDATION PLAN L0"Nl'))'T SCALE DIMENSIONS FROM RAWINGS. IF A DIMENSION IS CLEAR :FLP TO THE TECTURDRAW NGS OR CONTACHE E.O.R. PLAN NAME CUSTOM DESIGN/DRAWN/CH ECKED CS RD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET SID SHEET 2 of 14 FOOTING SCHEDULE AND NOTES BOTTOM BARS DEPTH WIDTH LENGTH TYPE 3-#5 EA. WAY BOT. 1'-0" 2'-0" 2'-0" F2.0 3-#5 EA. WAY BOT. 1'-0" 2'-6" 2'-6" F2.5 3-#5 EA. WAY BOT. 1'-0" 3'-0" 3'-0" F3.0 4-#5 EA. WAY BOT. 1'-0" 3'-6" 3'-6" F3.5 4-#5 EA. WA BOT. 1'-0" 4'-0" 4'-0" F4.0 4-#5 EA. W4 BOT. 1'-0" 4'-6" 4'-6" F4.5 5-#5 EA. WAY BOT. 1'-0" 6'-0" 6'-0" F6.0 SLAB ON GRADE, SEE PLAN. 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL FoonN c SEi'P EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. MONOLITHIC FOOTING 2. FTGS. & FIND. SHALL BE IN SLAB ONRADE, ACCORDANCE w/ LOCAL BUILDING SEE PLAN. CODES. STEMWALL 3. SOIL COMPACTION AND FILL SHALL 3E COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE CONnNouS WITH ASTM D 1557. IFOOTING BEYOND 4. AT MONOLITHIC CONCRETE POURS, FOUNDATIONS ARE TO BE POURED INTEGRAL WITH THE SLAB. AT o STEMWALL LOCATIONS, FOUNDATIOI\ ARE TO BE POURED INTEGRAL WITI-- FIX nNG SEE PLAN CONTINUOUS CONCRETE FOOTING. 5_'c DETAIL AT LEFT ENLARGED FOOTING OFFICE COPY AT STE WALL Lpu Pontigo and gtlssociates. Inc. 420 Osceola Avenue Jax, Beach, Florida 32250 Ph. 2442-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM I •';O y, � Y ✓ 4 p- Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE 0 TRUSS AND 10.17.17 ARCH REV EIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO& ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIE[ D MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMEW S. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU POIVIIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING. OR INSPECTION FEE5. FOUNDATION PLAN L0"Nl'))'T SCALE DIMENSIONS FROM RAWINGS. IF A DIMENSION IS CLEAR :FLP TO THE TECTURDRAW NGS OR CONTACHE E.O.R. PLAN NAME CUSTOM DESIGN/DRAWN/CH ECKED CS RD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET SID SHEET 2 of 14 i I ` CD W � J GARAGE•: 'GRADE SLAB, CMU I :: OR SEE CONIC. P #4 VERT. © 48"O.C. STEMWALL SCHEDULE CMU REINFORCING COURSES STEP, SEE 1 TO 6 #4 VERT. © 48"O.C. 7 TO 10 #4 VERT. © 24"O.C. STEMWALLS OVER (6) COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. 0— AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN. #5 VERTICAL WALL REINFORCING. SEE PLAN. SLAB ON GRADE, SEE PLAN. \%��,\S� \ VERTICAL STEMWALL REINFORCING (SEE SCHEDULE) w/ 6" HOOK INTO FOOTING. MATCH #5 VERTICAL -WALL REINFORCING LOCATIONS OR yBEND INTO SLAB w/ 12" HOOK. �\_ ..... �/ CONT. CONCRETE FOOTING 10"x20" 1—STORY, w/(3)#4 OR (2)#5 CONT. 12"x24" ALL OTHER, w/(3)#4 OR (2)#5 CONT. STEMWALL FOOTING (CMU WALL) SCALE: 3/4" = 1'-0" AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN AND PERMANENT LATERAL SUPPORT DETAIL. GRADE OR CONC. SLAH, SEE PLAN. \\"" STEMWAI.L SCHEDULE CMU REINFORCING COURSES 1 TO 6 #4 VERT. © 48"O.C. 7 TO 10 #4 VERT. © 24"O.C. 11 TO 12 #4 VERT. © 8"O.C. STEMWALLS OVER 6 COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. I ILL CELLS SOLID. TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. (1)#5 CONTINUOUS, PROVIDE CORNER BARS (TYPICAL) 12" HOOK INTO SLAB. MONO SLAB FOOTING AT PORCHES, WHEN SPECIFIED ON PLAN. SLAB ON GRADE, ° SEE PLAN. Flo\�\\\� #4 DOWEL TO MATCH VERT. � STEMWALL REINFORCING (SEE SCHEDULE) w/ 6" HOCK INTO \ FOOTING. LAP VERT REINFORCING 25" IF STEMWALL IS GREATER THAN (3) COURSES. - CONT. CONCRETE FOOTING 2 8"d x 16 w w .1-1STORY, w/(2)#5 CONT. 10"d x 20"w 2—STORY, w/(3)#4 OR (2)#5 CONT. 1 11 STEMWALL FOOTING (WOOD WALL) SCALE: 3/4" = V-0" TYPICAL, WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1—#5 CONT., PROVIDE \ CORNER BARS (TYP.) EE ARCH PLAN SEE ARCH SEE SLAB RECESS DETAIL SLAB ON °{ GRADE, SEE PLAN. \ \\\\\�\ SHOWER PAN SLOPES TO DRAIN, SEE ARCH \\� \ PLAN. MAINTAIN 4" MIN. SLAB THICKN SS. \\41 4 0. 4 \�. —6 STEMWALL / S1.01 SCALE: 3/4" = 1'— STEMWALL & FOOTING SHOWER SLAB ON GRADE, SEE PLAN (3)h MATCH DOOR WIDTH, SEE ARCH. E.J. MATERIAL PAVING BY BUILDER CONCRETE FOOTING (SEE 1/S1.01) THICKENED EDGE w/ 1-#5 CONT. DETAIL: A THICKENED SLAB EDGE SCALE: 3/4" = 1'-0" 3/4» RECESS 11111 SLAB ON GRADE, SEE PLAN. 1#5 CONT. SLAB ON GRADE, SEE PLAN. CONCRETE FOOTING (SEE 1/S1.01) 8" SLAB w/ #k4 ELEVATOR PIT DETAIL SCALE: 3/4" = 1'-0" SLAB ON GRADE, SEE PLAN VA Y. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax� Beach, Florida 32250 Ph. 2442-0908 Fax. 241-9557 FL: & # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM Q" STEP, SEE 01 1N ARCH. Q (4" MAX.) t* EQUAL TO SLAB THICKNESS. OPTION: B @ SLAB RECESS Lues A. Pontigo, PE WALL FRAMING—,\BRICK VENEER IS REVISIONS DATE ACCEPTABLE WITHOUT TRUSS AND 10.17.17 INCREASE OF ARCH REV FOOTING SIZE. 3/4" DEEP SAWCUT w/ STEP, SEE ARCH. PLAN. r57<1 SLAB ON ELASTOMERIC SEALANT SLAB ON GRADE, ' GRADE, SEE PLAN 00 SEE PLAN. F ELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO fi ASSOCIATES PRIOR TO \ NOTES: MODIFICATIONS WHICH MAY VARY 1) PROVIDE SAWCUTS TO CR=ATE FROM THE INTENT OF THE ORIGINAL 3" APPROXIMATE 12' X 12' MAX. SQ. "x16" 1—STORY, w/(2)#5 CONT. BEING APPROVED BY LOU PONTIGO & 2) SAWCUT CONC. SLAB WITHIN 4 "x20" 2—STORY, w/(2)#5 CONT. TO 12 HOURS OF CONC. INSPECTION FEES. PLACEMENT. OPTION: A @ BEARING STEPDOWN 2 SAWCUT DETAIL tl 3 MONO. FOOTING AT STEP-DOWN 1.01 SCALE: 3/4" = 1'-0" S1.01 TYPICAL, WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. 1—#5 CONT., PROVIDE \ CORNER BARS (TYP.) EE ARCH PLAN SEE ARCH SEE SLAB RECESS DETAIL SLAB ON °{ GRADE, SEE PLAN. \ \\\\\�\ SHOWER PAN SLOPES TO DRAIN, SEE ARCH \\� \ PLAN. MAINTAIN 4" MIN. SLAB THICKN SS. \\41 4 0. 4 \�. —6 STEMWALL / S1.01 SCALE: 3/4" = 1'— STEMWALL & FOOTING SHOWER SLAB ON GRADE, SEE PLAN (3)h MATCH DOOR WIDTH, SEE ARCH. E.J. MATERIAL PAVING BY BUILDER CONCRETE FOOTING (SEE 1/S1.01) THICKENED EDGE w/ 1-#5 CONT. DETAIL: A THICKENED SLAB EDGE SCALE: 3/4" = 1'-0" 3/4» RECESS 11111 SLAB ON GRADE, SEE PLAN. 1#5 CONT. SLAB ON GRADE, SEE PLAN. CONCRETE FOOTING (SEE 1/S1.01) 8" SLAB w/ #k4 ELEVATOR PIT DETAIL SCALE: 3/4" = 1'-0" SLAB ON GRADE, SEE PLAN VA Y. Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax� Beach, Florida 32250 Ph. 2442-0908 Fax. 241-9557 FL: & # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM p� Q" O= 01 1N Q OF R Lues A. Pontigo, PE FL PE#53311 REVISIONS DATE TRUSS AND 10.17.17 ARCH REV F ELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO fi ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. p� Q" O= r)l U Q FOUNDATION DETAILS WALL FRAMING 2—#5 CONT. SLAB ON GRADE, DO NUT SCALE DIMENSIONS FROM ,,,tiff, •,f I `--j/"'y% SEE PLAN. THESE DIMENSIONDRAWINGS IF A NIS CLEARREFERTOTH // ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME "x 1—STORY, w/(2)#5 CONT. CUSTOM 8"x20" 2—STORY, w/(2)#5 CONT. DESIIGN/DRAWN/C1-IECKED S / RD /LAP DA] L 16.17 8 BEARING AT INTERIOR 10N[ fROL .OL NO. I _ 1.01 SCALE: 3/4" = 1'-0" TRUSS ID. I LPA NO. MERR-17-00214 OFFICE COPY SHEET 51.01 SHEET 3 OF 14 IIIIIIIII��IIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIICI� � SIMPSON HTT5 w/ 5/8" 0 THREADED ROD EPDXIED 8" MIN. (TYPICAL) I I 8"x16" MASONRY I LINTEL (TYPICAL) SEE 4/S2.2 I ILd > IG m IQ I< Q w m 2x6 WALL I I OSB WALL - SHEATHING. I zFASTEN TOP IOF WALL _J \ Q ` PER DETAIL 4/S2.3. Z SIMPSON HTTw/ Jc cn 5/8" 0 THREAD D ROD EPDXIED 8" 01N. (TYPICAL) (4)2x4 S F# POST. At (2)2x8-1 /1 5x7" 1.8E PARALLAM PSL POST. (2)210-1 /1 \-THREADElb ROD I > ATTACHED TO TT5 10 ABOVE. -SEE= I Q m ED 0 I I i LL_ � m Illllf�llllllllllllllll 1 T. 0. W. 10'- 0 " n (2)2x8-1 /1 T. 0. W. 10'- 0" V8"x16" MASONRY LINTEL (TYPICAL) SEE'4/S2.2 SHEATH WALL CONTINUOUS TO TRUSS ABOVE DO NOT BREAK--\ SHEATHING AT TOP PLATE. w 2x8 WALL--\ RODS EPDXIED 5" >> OVER 4'-4" m I z JOINT REINFORCING AT 16" O.C. a J \ CONTAINING VERTICAL REINFORCEMENT AND 4 GRADE. SEE SO.0 FOR GROUTING NOTES. Z® Im 3�:00 0 USED OSB WALL 8"x16" MASONRY SHEATHING.-\ LINTEL, (TYPICAL) Q SEE 4/S2.2 m I!Ihllllllllllllllll�ll Ihlllllltll T. 0. W. 10'- 0" 0 EXTENSIVE TRUSS AND ARCHITECTURAL REVISIONS THRU OUT. b z(o J\ Q� z 0 300 V) OSB WALL HEATHING.-\-\ (2)2x8-1 /1 (3)2X12 P.T. STRUCTURAL RIM BOARD.(TYPICAL) (2)2x12 LEDGER. FASTEN TO CMU WALL w/ 5/8" THREADED RODS EPDXIED 5" MIN. @ 24" O.C. HU210-2 HANGER (2)2X12 P.T. STRUCTURAL RIM BOARD.(TYPICAL) 2x12 LEDGER. FASTEN TO CMU WALL w/ 5/$" THREADED RODS EPDXIED 5" MIN. @ 24" O.C. REIN OR E w/1-#5 © 8" O.C. 0.\i`1l. 10,-0" SIMPPDNH T w/ \-5/s" T RE D. DII R D M] N. (TYPICAL FASTEN TOP 0 y WALL PER DETAIL 4/S2.3. 7A ABO (2)2x4 SPF#2 POST. (2)2x4 SPF#2 POST. SIMIfI3ON HTT5 w/ THREADED ROD 1, EPS ED 8 -'--MIN. (TY' CAL) ui SIMPSON HTT5 w/ 5/8" 0 THREADED ,ROD EPDXIED 8" MIN. (TYPICAL) T. 0. W. 10'- 0" 0. W. 1o' -o" U P iii I III 0 III III � III (3)2x8 SPF#2 III POST. III :HUC212 III HANGERS-= III \ Hill _ III I MASONRY WAL FASTEN STUBS TO CMU @ 48" O.C., AT WALL w/ 2- $" THREADED w SEE 2/S2.2 FOR RODS EPDXIED 5" >> OVER 4'-4" m I PROVIDE HORIZONTAL JOINT REINFORCING AT 16" O.C. a GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT AND w GRADE. SEE SO.0 FOR GROUTING NOTES. � Im SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED cf)I'Q U) 1 AT WALL CORNERS AND INTERSECTIONS, WALL COURSING Q EVERY OTHER COARSE. m w MASONRY BLOCK AND GROUTING m 8%16" MASONRY 7. WHERE NON -PRESSURE LINTEL '(TYPICAL) PROVIDE 2 -LAYERS SEE I II I STACK BOND MASONRY. REINFORCE w/1-#5 @ 16" O.C. FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" FRAMING NOTES: 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S2.0 2. FOR TYPICAL MASONRY WALL FRAMING SEE DETAIL 1/S2.2 3. ALL BUILT-UP POST, HEADERS & BEAMS SHALL BEE FASTENED PER 2/S2.1 4. T.O.W DENOTES TOP OF WALL AT WOOD PLATE • G Ln I LJ U m 0 LI_ z Li Z 0 0 z 0 m U Q 1 S2.6 MASONRY NOTES: SYMBOLS LEGENI ) INTERIOR BEARING WkL. DESIGNATES SHEARWALL. THE HIDDEN -- LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW NAILING: 8d @ j DESIGNATES 8d COMMONS @ Sd@3"/6' 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. -�- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND X" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 5/S2.0 X55/8" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 5/S2.0 ® A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 5/S2.0 /�C 5/e" A307 DIAMETER THREADED ROD ��J�yj`-�) TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 5/S2.0 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-1 2x4 SPF#2 @ 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 @ 16" O.C. 14'-0" INTERIOR MAX 2x', 2x4 SPF#2 @ 16" O.C. 2x6 SPF#2 @ 16" O.C. or INTERIOR 12'-0" MAX 2x4 SPF#2 @ 12" O.C: STUD NOTES: 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE 2/S2.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 2/S2.1 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.0 5. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 4A/S2.3 6. AT PORCHES, SEE DETAIL 2/S2.0 FOR FRAMING AND HOLD DOWNS 1. MASONRY WAL S SHALL BE REINFORCE WITH 1-#5 VERTICAL @ 48" O.C., AT CORNERS, JAMBS, AND WALL INTERSECTIONS. SEE 2/S2.2 FOR ADDITIONAL REINFORCEMENT AT JAMBS OVER 4'-4" 2. PROVIDE HORIZONTAL JOINT REINFORCING AT 16" O.C. 3. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT AND ALL CELLS BELOW GRADE. SEE SO.0 FOR GROUTING NOTES. 4. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED 5. AT WALL CORNERS AND INTERSECTIONS, WALL COURSING SHALL INTERLOCK, EVERY OTHER COARSE. 6. SEE SO.0 FOR MASONRY BLOCK AND GROUTING SPECIFICATION 7. WHERE NON -PRESSURE TREATED WOOD BEARS ON CMU PROVIDE 2 -LAYERS OF 30 LBS. ROOFING PAPER BETWEEN WOOD & CMU WALL. Lu Pontigo and zssociate5, Ir1C. �20 Osceola Avenue Jax'. Peach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM REVISIONS DATE TRUSS AND 10.17.17 ARCH REV Q2 ARCH REV 1.10.18 FIELD ALTERATION CONTRACTOR SHALL CONI ACT LOU PONTIGO & ASSOCIATES PRIOR TO MAILING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ;ALTERNATIONS MADE PRIOR TO BEING, APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES IST LEVEL WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R PLAN NAME CUSTOM D ES� G N/D R AW N/CH ECKED S / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LI'A NO. MERR-17-00214 SHEET 51.1 SHEET 4 OF 14 O e o C ---r ja < ly` 4 •� 8 ,yam"„, �+ « C Jr•1f1�y`•0F� y °r.y oY�a Y, Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE TRUSS AND 10.17.17 ARCH REV Q2 ARCH REV 1.10.18 FIELD ALTERATION CONTRACTOR SHALL CONI ACT LOU PONTIGO & ASSOCIATES PRIOR TO MAILING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ;ALTERNATIONS MADE PRIOR TO BEING, APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES IST LEVEL WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R PLAN NAME CUSTOM D ES� G N/D R AW N/CH ECKED S / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LI'A NO. MERR-17-00214 SHEET 51.1 SHEET 4 OF 14 e• �� •�— iiiiiwYjiioiiiiiiiy � r �I'_y■�■ml�■S■s■�■s■s■Illlls■s■s■s■■s■s■�■�■_�_■�■1 11 J � iii�iiiiiit•�� iii io�iii�i _�_� .�■t�l�_ °11 l_ � _ — :ffi i��' ■� VIA 111 INII !Pe4 1, NA RAI Im"►�� Roilin Imamimilmlimil A■A■A■A■A■IIIIIA■A■A■A■Allllli■A■A■A■ATI■AI it i• PIIS///////////////%//L i � I■�ti—��a:�:��:;qt.y .�:�:�:�Y:� i�i��s�,'t.al FBIiffier, ,NOT r. • I �//� ► III HTT5 SEE iiiii�iiioiiiiii' 1dr.MwEm"EVE4,01,®rm p •! - -;, 11�■1■ALU■II�I��II■A■IIIIIA■A■1■A®1®AI■A■AC/A■A■11 � �- 1 _niriii�iiiis►iiiiii«si iii IIIII1111■IIID■I�■II■11.11■1111111■II■11.11■II®111.11■11.11■II■III -- � • - ilii � L La�IIli�L7l -� I � //// i _ / r n•�♦ n�• � ♦ •�r nrr ►�nr��nr��nr�.nur�i^, ♦�T ��Pr��P►�� P►�♦ ' L� � If6=v._...�..... ♦..• �....Cy' Ilililii•...u�-.-.u�_...u�_._.uq....�►'._..�►.....r•....�..-.-.v...►..i: t f I I- •-OCKING -- 4E/S2.3 S2.2 .. TO • ' •THREADED -110111111, MIN. EXTENSIVE TRUSS AND C ARCHIT17 CTURAL REVISIONS THRU OUT. 9 S2.2 (2—�� 1.75x20" 2.0E LVL 'r) (2)PLY 20" LVL LL TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & 1-SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED BEAM, SEE PLAN. SIMPSON HTT5. TOP PLATES s"0 THREADED ROD EPDXIED 8" TO FOUNDATION. PROVIDE COUPLER AS REQUIRED. TENSION ROD TIGHT AFTER BUILDING IS DRYWALLED. BEARING WALL. HTT5 HIGH UPLIFT TRUSS CONNECTION SCALE: 3/4" = V-0" OPEN TO ABOVE OSB BLOCKING PER DETAIL 4E/S2.3 9 S2.2 UP (2)HTS1 J W CD J 0 J X L0 J 0 - 8 S2.2 (2)HTSM 16 - r 7 4 S2.5 ! OSB BLOCKING PER DETAIL 4E/S2.3 (2)2X12 STRUCTURAL RIM BOARD. FASTEN TO TRUSSES w/3 - 1"x6" SDS SCREWS (TYPICAL) -MASONRY LINTEL BELOW. 1 -9!Ir milawN, PORCH SHEATHING AT Nil ,-BOTTOM CHORD OF TRUSS. SEE 5/S2.0. (2)HTSM16 FLOOR TRUSS FRAMING PLAN SCALE: 1/4" = 1'-0" NOTE: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND UPLIFT CONNECTOR, SEE PLAN. SYMBOLS LEGEND H2.5T DESIGNATES UPLIFT CONNECTION FRAMING PLAN NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)H2.5T CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET S0.0. 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CON FRACTOR MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT w/QT PER MANUFACTURER'S SPECIFICATIONS. 5. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. OFFICE COPY Lou Pontiso and Associates. Inc. 420 Osceola Avenue )ax'. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM Q0 J i LL q} T N,). 3:x 11 o Q Q J * , �S✓ ? � �.� � it ��+. !M N Q U J � h•IIpMt16lRD. Z Luis A. Pontigo, PE Q FL PE#53311 REVISIONS DATE Q 0 TRUSS AND 1 10.17.17 ARCH REV FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL. FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. Q0 J Q LL T ry U Q Q N m Q U J � d Z ��N Q Q rn FLOOR TRUSS FRAMING PLAN DoT SALE DIMENSIONS FROM THESEa� DRACWINGS. IF A DIMENSION IS UNCLEAR REFER TO I HE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME CUSTOM DESIGN/DRAWN/CHECKED CS / RD /LAP DATE 10.16.17 CON TROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S1.2 SHEET 5 OF 14 STRAP WALL TO OUTRIGGERS BELOW PER DETAIL 8/S2.2. STRAP TOP PLATE TO STUDS w/H2.5T & 32" O.C. (2)CS16 AT BASE OF STUDS. (4)2x6 SP#2 POST. BOX FRAME WINDOW SEE 2/S2.4 ----- ---- I I (3)2x8-1 /1 5 (3)2x8-1 / (3)2x8-1 /1 �I (3)1.75x14 2.0E LVL -3/2 L- - - - - - - - - - - - - - - - - - - (2)CS16 AT BASE OF STUDS. OSB WALL SHEATHING. u z� O O Q M -o-It I (2)CS16 AT4 BASE OF STUDS. (4)CS16 AT BASE OF STUDS. STRAP TOP PLATE TO STUDS w/H2.5T @ 32" O.C. STRAP WALL TO OUTRIGGERS BELOW PER DETAIL 8/S2.2. EXTENSIVE TRUSS AND ARCHITECTURAL REVISIONS THRU OUT. TRAP HEADER PER 1 /S2.3 FASTEN TOP OF WALL PER 4/S2 3. (3)2x8-1 /1 (3)2x8-1 ____10 (3)2x8-1 /1 STRAP TOP PLATE TO STUDS w/H2.5T @ 32" O.C. STRA WALL TO OUTRIGGERS BELOW PER DETAIL 8/S2.2. (3)2x6-1 /1 (3)2x6-1 /1 (2)2x8-1/1 IN 2)2x6 SPF SW NAILING: 8dOY/6" 2ND LEVEL ALL FRAMING PLAN SCALE: 1/4" = 1'-0" FRAMING NOTES: 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S2.0 2. FOR TYPICAL MASONRY WALL FRAMING SEE DETAIL 1/S2.2 3. ALL BUILT-UP POST, HEADERS & BEAMS SHALL BEE FASTENED PER 2/S2,1 4. T.O.W DEN TES TOP OF WALL AT WOOD PLATE A TENSION ROD SUPPORT SEE 2, Ld I> (2)CS16 AT I O SHEARWALL SHEATHING TO BE APPLIED. m BASE OF STUDS. :\ 8d03"/6" Q FIELD" � I � (2)2x8-1/2 � N I 00 Lrj (/-) (n I ANCHOR LEGEND N I � ~ J O I � Q ~ H- Li1J Ld _j C) 16d @9" O.C. Z to _o c� l i (4)CS16 AT m a - @ 16" O.C. > I �O F- J BASE OF STUDS. LLJ z I m I I O X 3: 00 I' I OSB SHEATHING I C/) 11 � 11 BEAM SEE PLAN W \ I (2) S16 A I \ J 0 Q BASE 01 STUD o - Ld _J o __J 2 -ROWS OF SIMPSON (2)2X8 MINIMUM PLANK Q m' �� 15600 SDWC SCREWS LLJ ORIENTED HEADER OVER a m 12" O.C. STAGGERED. Q � (2)2x6-1/1 Cn O I I 1 HEADER SECTION r -i W/(1)A35 C S1.3 , I I � Q Iw Li m ��I C of Q )3:IQ i bi j /� Icon 1 �m l co I x Ln �: Q < _ I w Q o , I > 6x6 P.T. SYP#2 POST( m m FASTEN TO CMU WALL I I BELOW w/ABU66 & 8" l< THREADED ROD EPDXI DLij o 6" MIN. o / i N I� C 16 AT z BASE. OF STUDS. I„ \ I z I OSB SHEATHING— _ - II I (2)CS16 AT BASE OF STUDS. (4)2x6 SP#2 POST. BOX FRAME WINDOW SEE 2/S2.4 ----- ---- I I (3)2x8-1 /1 5 (3)2x8-1 / (3)2x8-1 /1 �I (3)1.75x14 2.0E LVL -3/2 L- - - - - - - - - - - - - - - - - - - (2)CS16 AT BASE OF STUDS. OSB WALL SHEATHING. u z� O O Q M -o-It I (2)CS16 AT4 BASE OF STUDS. (4)CS16 AT BASE OF STUDS. STRAP TOP PLATE TO STUDS w/H2.5T @ 32" O.C. STRAP WALL TO OUTRIGGERS BELOW PER DETAIL 8/S2.2. EXTENSIVE TRUSS AND ARCHITECTURAL REVISIONS THRU OUT. TRAP HEADER PER 1 /S2.3 FASTEN TOP OF WALL PER 4/S2 3. (3)2x8-1 /1 (3)2x8-1 ____10 (3)2x8-1 /1 STRAP TOP PLATE TO STUDS w/H2.5T @ 32" O.C. STRA WALL TO OUTRIGGERS BELOW PER DETAIL 8/S2.2. (3)2x6-1 /1 (3)2x6-1 /1 (2)2x8-1/1 IN 2)2x6 SPF SW NAILING: 8dOY/6" 2ND LEVEL ALL FRAMING PLAN SCALE: 1/4" = 1'-0" FRAMING NOTES: 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S2.0 2. FOR TYPICAL MASONRY WALL FRAMING SEE DETAIL 1/S2.2 3. ALL BUILT-UP POST, HEADERS & BEAMS SHALL BEE FASTENED PER 2/S2,1 4. T.O.W DEN TES TOP OF WALL AT WOOD PLATE A TENSION ROD SUPPORT SEE 2, Ld I> DESIGNATES SHEARWALL, THE HIDDEN I O SHEARWALL SHEATHING TO BE APPLIED. m 8d @ j DESIGNATES 8d COMMONS @ 8d03"/6" Q FIELD" � I � (2)2x8-1/2 � N I 00 Lrj (/-) (n BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND N I � ~ J O � Q ~ H- Li1J Ld _j C) 16d @9" O.C. Q _o c� l of m a - @ 16" O.C. Q � �O F- J LLJ (2)2x8 PLATES m I I O X N � C � BEAM SEE PLAN W \ mM C3 J 0 Q - Ld _J o __J 2 -ROWS OF SIMPSON (2)2X8 MINIMUM PLANK Q m' �� 15600 SDWC SCREWS LLJ ORIENTED HEADER OVER a m 12" O.C. STAGGERED. Q � (2)2x6-1/1 Cn O SYMBOLS LEGEND) //// I INTERIOR BEARING WA -L. -� DESIGNATES SHEARWALL, THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW NAILING: 8d @ j DESIGNATES 8d COMMONS @ 8d03"/6" 3" O.C. EDGE & 6" O.C. "IN THE FIELD" STRAP WALL TO OUTRIGGERS C DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. ---- BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND X I" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 5/S2.0 X5 %" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 5/S2.0 ®" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 5/S2.0 5/8„ A307 DIAMETER THREADED ROD (95 TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 5/S2.0 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR g.-111 2X4 SPF#2 @ 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 @ 16" O.C. 14'-0" INTERIOR lo' -o" '-o 2x4 SPF#2 @ 16" O.C. MAX INTERIOR 12'-0" 2x6 SPF#2 @ 16" O.C. or MAX 2x4 SPF#2 @ 12" O.C. STUD NOTES: 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES, 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE 2/S2.0 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S2.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 2/S2.1 4. INSTALL SOLE PLATE ANCHORS PER DETAIL 2/S2.0 5. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE 4A/S2.3 6. AT PORCHES, SEE DETAIL 2/S2.0 FOR FRAMING AND HOLD DOWNS Lt� � M � I wi, Associates, Inc. 420 Osceola Avenue Jaxl Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 I CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM r ji .10%iSTpA.47 .I. NO LB_jCs� i, i Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE ZTRUSS AND 10.17.17 ARCH REV ARCH REV 1.10.18 FIELD ALTERATION CON TRACTOR SHALL CON "I ACT LOU PONTIGO 5 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENFS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING, APPROVED BY LOU PONTIGO 5 ASSOCIATES MAY RESULT IN AF)C)ITIONAL ENGINEERING OR INSPECTION FEES. 2ND LEVEL WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CUSTOM DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S1.3 SHEET 6 0F 14 2 STRAP WALL TO OUTRIGGERS C DOUBLE TOP PLATE. BELOW PER DETAIL B/S2.2. C (2)ROWS OF C 16d @9" O.C. CRIPPLE STUDS l C @ 16" O.C. C (2)2x8 PLATES C � C � BEAM SEE PLAN C3 -10d TOENAILS C 2 -ROWS OF SIMPSON (2)2X8 MINIMUM PLANK 15600 SDWC SCREWS ORIENTED HEADER OVER 12" O.C. STAGGERED. SLIDING GLASS DOOR, FASTEN C TO JACKS EACH EACH END 1 /> 1 HEADER SECTION W/(1)A35 C S1.3 Lt� � M � I wi, Associates, Inc. 420 Osceola Avenue Jaxl Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 I CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM r ji .10%iSTpA.47 .I. NO LB_jCs� i, i Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE ZTRUSS AND 10.17.17 ARCH REV ARCH REV 1.10.18 FIELD ALTERATION CON TRACTOR SHALL CON "I ACT LOU PONTIGO 5 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENFS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING, APPROVED BY LOU PONTIGO 5 ASSOCIATES MAY RESULT IN AF)C)ITIONAL ENGINEERING OR INSPECTION FEES. 2ND LEVEL WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CUSTOM DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S1.3 SHEET 6 0F 14 (2)HTS16 UPSET BEAM. PRE-ENGINEERED TRUSSES SHALL BE DESIGNED TO CONTAIN BEAM. 1 S2.4 OSB BLOCKING PER DETAIL 1 /S1.4 OSB SOFFIT. (2)HTS16 3d== F08 OSB BLOCKING PANEL AT ROOF TRUSS SCALE: 3/4" = 1'-0" 0 O n (4)HTS16 OSB �BLOCKING PANEL P 1/S1.4 EXTENSIVE TRUSS AND ARCHITECTURAL C REVISIONS THRU OUT. 2X12 STRUCTURAL RIMBOARD. FASTEN RIMBOARD TO EACH TRUSS w/ A35 ANGLE. 0$8 BLOCKING PANEL PER 1 /S1.4 7 7 S(1 2.1 (2)HTS16 S2.1 Ilrll►.•11►v ►�%If►s:��e11 :••••lr►:....lr..•••!r►:... ...OSB BLOCKING PANEL PER 1/S1.4 OSB BLOCKING PANEL PER 1/S1.4 0 11 OSIB BLOCKING PANEL PER 1/S1.4 1(2)HTS1 6 �� i�t!�t!■ilii .! ............II: -.... • - - �--- 7 \—OSB SOFFIT: 7 S2.1 S2.1 TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES [17�STRAP TRUSSE AND ROOF RAFTERS TO BEARING WITH 2-12d TO�NAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" = 1'-0" NOTE: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND UPLIFT CONNECTOR, SEE P -AN. OSB BLOCKING PANEL PER 1/S1.4 7 S2.1 OSB SOFFIT. IF SYMBOLS LEGEND H2.5T DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)H2.5T CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET 50.0. 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT w/QT PER MANUFACTURER'S SPECIFICATIONS. 5. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. OFFICE COPY Lbu Pontigo and Associates, Inc. 120 Osceola Avenue Jax Beach, Florida 32250 Ph. 2 2-0908 Fax. 241-9557 FL: CSA # 8344 SC: CA# 3579 1 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COM \\SttlltYyy�iiW#11*j[�1{jEil�j� /-1 J •� s • No. $ p • � s a 60 e • �- w. i � ^� s � N o I Lo N X 1 I LO r �1�, 12 ISL I:1�Il r OSB SOFFIT. (2)HTS16 3d== F08 OSB BLOCKING PANEL AT ROOF TRUSS SCALE: 3/4" = 1'-0" 0 O n (4)HTS16 OSB �BLOCKING PANEL P 1/S1.4 EXTENSIVE TRUSS AND ARCHITECTURAL C REVISIONS THRU OUT. 2X12 STRUCTURAL RIMBOARD. FASTEN RIMBOARD TO EACH TRUSS w/ A35 ANGLE. 0$8 BLOCKING PANEL PER 1 /S1.4 7 7 S(1 2.1 (2)HTS16 S2.1 Ilrll►.•11►v ►�%If►s:��e11 :••••lr►:....lr..•••!r►:... ...OSB BLOCKING PANEL PER 1/S1.4 OSB BLOCKING PANEL PER 1/S1.4 0 11 OSIB BLOCKING PANEL PER 1/S1.4 1(2)HTS1 6 �� i�t!�t!■ilii .! ............II: -.... • - - �--- 7 \—OSB SOFFIT: 7 S2.1 S2.1 TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES [17�STRAP TRUSSE AND ROOF RAFTERS TO BEARING WITH 2-12d TO�NAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED ROOF TRUSS PLACEMENT PLAN SCALE: 1/4" = 1'-0" NOTE: 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND UPLIFT CONNECTOR, SEE P -AN. OSB BLOCKING PANEL PER 1/S1.4 7 S2.1 OSB SOFFIT. IF SYMBOLS LEGEND H2.5T DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET SO.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. (1)H2.5T CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET 50.0. 4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT w/QT PER MANUFACTURER'S SPECIFICATIONS. 5. WHEN USING (2)H2.5T CLIPS ON 1'/2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EACH OTHER. OFFICE COPY Lbu Pontigo and Associates, Inc. 120 Osceola Avenue Jax Beach, Florida 32250 Ph. 2 2-0908 Fax. 241-9557 FL: CSA # 8344 SC: CA# 3579 1 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COM \\SttlltYyy�iiW#11*j[�1{jEil�j� /-1 ,,``y,\ •� s • No. $ p • � s a 60 e • �- w. i � ^� s � N Lujs ;K"." 97fiti30, PE I FL PE#53311 REVISIONS DATE TRUSS AND 10.17.17 ARCH REV FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PON`rIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROTHE INTENT OF THE ORIGINAL CON TRUCTION DOCUMENTS. ANY FIELD kLTERNATIONS MADE PRIOR TO BEING I APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. ROOF TRUSS FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THE S DRAWINGS. IF A DIMENSION IS NCLEAR REFER TO THE A HITECTURAL DRAWINGS OR CONTACT THE ED R I I I I I I I I I I I I I I I 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS 111111 a 504 a: SEE PLAN FOR STUD SIZE - AND O.C. SPACING, CONTINUOUS BLOCKING WITHIN FLOOR SYSTEM WHERE POST IS ABOVE. I I I I I I I I I I I I I I _ J ;EE S2.5 ROOF SHED THING, SEE SPECIr (CATIONS ——— I I I I I - I TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) @ 2x6, (4) @ 2x8. p. _. ----------'�—.L...._� � SEE 7/S2.1 FASTEN ROOF TRUSS I w/ UPLIFT CONN. LONG ENOUGH TO ENGAGE I I i -- STUDS. NI I I I I I L----- 11— PERMANENT TRUSS BRACING BY OTHER BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWALLS 16d COMMONS @ 16" O.C. r -- I I I ------- I I I I I° FLOOR SHEATHING, SEE SPECIFICATIONS— SEE 9/S2.2 INTERIOR BEARING WALL: SEE SCHEDULE FOR STUD SIZE AND O.C. SPACING. DETAILS SEE DETAILS ►1.01 � ON S1.01 Wrw I I I I I I I I I I I I I I I I I L— - — — — — _ — — — — — -- L — — — — — — — — — J SINGLE STORY MULTI -STORY 1 TYP. WALL SECTIONS S2.OJ SCALE: 3/4" = V-0" SYP#2 DBL. TOP PLATE I I I I I I I I I I I I —J KING &. JACK STUDS SEE PLAN WINDOW SILL SCHEDULE ROUGH OPENING DROPPED HEAD OR SILL PLATES MINIMUM END FASTENER EACH END 4'-4" (1)2x4 SPF #2 (4)12d TOE NAILS 5 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS 8'-4" (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS 12'-0" (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. SYP#2 (2)12d TOE HEADER, NAILS E. E. PER PLAN OPENING `(MIN) END ` FASTENER CMU WALL: SEE 1/S2.2 FOR SPECF. I– -- — — — — — — — — — — -- KING & JACKS PER PLAN 2x— SPF T&B w/ (6)12d TOE NAILS TOP & BOT. A4 I Al SIMPSON LTP4 ON HEAD OR SILL INSIDE FACE, IF NO PLATES SEE JACK STUD SCHEDULE BOX BEAM BETWEEN WINDOWS ROUGH OPN'G, SEE ARCH. IN TWO STORY FRAMING WINDOW HEAD AND SILL FRAMING SCALE: 3/4" = V-0" IF HIGH SIDE OF WALL I A SHEARWALL FASTE (2)MSTA36 AT INSID FACE OF SHEARWALL 0 BEND AROUND ENDS A NON—SHEARWALL 16d COMMONS @ 8" ON—CENTER CONTINUOUS RIM BOARD 6"MAX. 6"MAX. SYP#2 DPL. TOP PLATE FULL HEIGHT ANCHORING SYSTEM, PER PLAN ------------ IF HIGH SIDE OF WALL IS A SHEARWALL, INSTALL DBL. 2x BLOCKING IN FIRST (2) STUDS SPACES JACK AND KING STUDS, PER HEADER SCHEDULE SYP#2 SOLE PLATE TYPICAL HEADER NAILING: 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS DROPPED HEAD WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END ROUGH OPENING, PER PLAN SILL PLATES SYP#2 HEADER, PER PLANS TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGARD. 4'-0" MIN, 1\ -WALL SHEATHING T TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING 'ITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & ACK STUDS UILDER MAY CHOOSE EITHER THE DROPPED EADER CONDITION OR RAISED HEADER CONDITIOf i; TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS: (3) @ 2x4, (4) @ 2x6, (5) @ 2x8 -d q I 9 U ri _ •dn a Qa v D d Q d Q d a 1 d q a d v d a. 4 v 4 d d a c d -r d .. _7' TT a—. d. da q ,A d Gi -, d 1. USE SPF#2 OR BETTER FOR ALL WALLS. 1—ROWS OF 10d STEM WALL/CMU WALL PRO IDE SOLID 2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO COMMONS @ BLOCK( G BELOW ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 3" O.C. JACK STUDS FULL HEIGHT 2 TYPICAL WALL FRAMING S2.0 SCALE: 3/4" = V-0" ANCHORING SYSTEM: 12d @ 8" O.C. CONSIST OF 3/8"0 A307 THREADED RODS, THE UPPERMOST PLATE AT THE LOCATIONS (TYP) INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2" 111 SHEATHING w P.) ROD INSTALLATION: CONT. AT Q THE THREADED MAY BE USED ( GIRT VERT THE ROD SHALL BE INSTALLED APPROXIMATELY JOINT. HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL 2x SPF RIPPED CONFLICTS WIT TO FIT ARCH. JPPERMOST PLATE SHALL BE SECURED OVER THE DEPTH REQ'D. SECTION A—A (6)12d TOE NAILS TOP & BOT. A4 I Al SIMPSON LTP4 ON HEAD OR SILL INSIDE FACE, IF NO PLATES SEE JACK STUD SCHEDULE BOX BEAM BETWEEN WINDOWS ROUGH OPN'G, SEE ARCH. IN TWO STORY FRAMING WINDOW HEAD AND SILL FRAMING SCALE: 3/4" = V-0" IF HIGH SIDE OF WALL I A SHEARWALL FASTE (2)MSTA36 AT INSID FACE OF SHEARWALL 0 BEND AROUND ENDS A NON—SHEARWALL 16d COMMONS @ 8" ON—CENTER CONTINUOUS RIM BOARD 6"MAX. 6"MAX. SYP#2 DPL. TOP PLATE FULL HEIGHT ANCHORING SYSTEM, PER PLAN ------------ IF HIGH SIDE OF WALL IS A SHEARWALL, INSTALL DBL. 2x BLOCKING IN FIRST (2) STUDS SPACES JACK AND KING STUDS, PER HEADER SCHEDULE SYP#2 SOLE PLATE TYPICAL HEADER NAILING: 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS DROPPED HEAD WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END ROUGH OPENING, PER PLAN SILL PLATES SYP#2 HEADER, PER PLANS TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGARD. 4'-0" MIN, 1\ -WALL SHEATHING T TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING 'ITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS & ACK STUDS UILDER MAY CHOOSE EITHER THE DROPPED EADER CONDITION OR RAISED HEADER CONDITIOf i; TYPICAL SOLE PLATE NAILING: 0.131x3" TOE NAILS: (3) @ 2x4, (4) @ 2x6, (5) @ 2x8 -d q I 9 U ri _ •dn a Qa v D d Q d Q d a 1 d q a d v d a. 4 v 4 d d a c d -r d .. _7' TT a—. d. da q ,A d Gi -, d 1. USE SPF#2 OR BETTER FOR ALL WALLS. 1—ROWS OF 10d STEM WALL/CMU WALL PRO IDE SOLID 2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO COMMONS @ BLOCK( G BELOW ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 3" O.C. JACK STUDS FULL HEIGHT 2 TYPICAL WALL FRAMING S2.0 SCALE: 3/4" = V-0" ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHAL AND ATTACHED TO THE FOUNDATION AND TO CONSIST OF 3/8"0 A307 THREADED RODS, THE UPPERMOST PLATE AT THE LOCATIONS ORIENTED VERTICALLY INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2" 2"x Y8" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (T P.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE ROD USED. WHILE SINGLE CONTINUOUS RODS ARE FREFERRED, IN THE PLATE Y4" LARGER THAN THE DIAMETER OF COUPLERS (SIMPSON CNW OR EQUAL) THE THREADED MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID CONFLICTS WIT FLOOR AND WALL FRAMING. THE NUT ABOVE THE JPPERMOST PLATE SHALL BE SECURED OVER THE WASHER TO A SNUG—TIGHT CONDITION PLUS ONE—HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30 FT.—LBS. OF TORQUE). DUE TO SHRINKAGE AND COMPRESSION OF BUILDING C NTRACTORS SHALL RE—TIGHTEN NUT TO 30 FT.—LBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOF TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPO EDGE DISTANCE REQUIREMENTS Y ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND I� �, PLAN i/ C? 0 v v t SOLEDOU LE FULL HT. PLATE FULL HT. TOP PLATE. ANCHOR ANCHOR MONO I STEM I MONO I STEM THREADED ROD INSTALLATION C ART 4 FULL HEIGHT WOOD FRAME ALL ANCHORING SYSTEM S2.0 SCALE: N.T.S TYPICAL ID.T. WALL STUD 2x8 P.T. SYP#2 w/ 1/2"0).8" AO OR POST. EMBEDMENT r ROD DRILLED ELEVATION w/ 8" EMBEDMENT SPEC. AT DISTANCE 24" O.C. w/ 2x2x)/8" O SHER. © 3'/2 " FULL HT. 1/2 48" 24" ANCHOR 31/2 " AT SILL PLATE 48" AT TOP PLATE N/A FULL HEIGHT ANCHOR INSTALLATION NOTE: CHART 1. THIS SCHEDULE SHALL ONLY BE USED WH RE WOOD FRAMED THREADED CONCRETE FOUNDATION. THIS SCHEDULE SH ULD NOT BE USED FOR WOOD FRAMED ROD 0 WOOD PLATE CONCRETE WASHER EMBEDMENT EDGE HOLE HOLE SPEC. DEPTH DISTANCE 1/2 5/8„0 9/6 "0 3x3x'/4” 6„ 6„ 2Y2" 3„ 5/8 3/4„0 3/4 °°� 3x3x1/4 ” 10" 10" 2Y2" 3„ MONO I STEM I MONO I STEM THREADED ROD INSTALLATION C ART 4 FULL HEIGHT WOOD FRAME ALL ANCHORING SYSTEM S2.0 SCALE: N.T.S TYPICAL ID.T. PLATE 2x8 P.T. SYP#2 w/ 1/2"0).8" A.B. OR EMBEDMENT '/2 "0 THREADED ROD DRILLED & EPDXIED w/ 8" EMBEDMENT SPEC. AT DISTANCE 24" O.C. w/ 2x2x)/8" PLATE W SHER. SOLE PLATE ANCHOR SCHEDULE (WOOD WALL TO CONCRETE) THREADED EXT. WALL SHEARWALLS WASHER EMBEDMENT EDGE ROD 0 SPACING SPACING SPEC. DEPTH DISTANCE J 3/8 40" 16" 2x2x'/8 " 3'/2 " N� 1 3/4" 1/2 48" 24" 2x2x'/8 " 31/2 " 1 3/4" MASA 48" 24" N/A N/A N/A NOTE: 1. THIS SCHEDULE SHALL ONLY BE USED WH RE WOOD FRAMED WALL MEETS CONCRETE FOUNDATION. THIS SCHEDULE SH ULD NOT BE USED FOR WOOD FRAMED WALL TO STEMWALL/CMU FRAMED WALL. OFFICE COPY LQu Pontigo and Associates, Inc. �20 Osceola Avenue Jax; Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: C'A # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP•A.COM �j�• l d ) �,. i Q,I � V ta: AT � Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE �I FIELD ALTERATION CONTIIRACTOR SHALL CONTACT LOU PONTIGO 5 ASSOCIATES PRIOR TO MAILING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VAR`( FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEINGI APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR ' INSPECTION FEES. Q J Q LL 0 � U Q Q w N 07 Q U J F a. Z N� Q rn TYPICAL FRAMING DETAILS L T SCALE DIMENSIONS Fj RAWINGS. IF A DIMENSINCLEAR REFER TO THE ITECTURAL DRAWINGS CONTACT THE E.O.R_ ['LAN NAME CUSTOM DESiIGN/DRAWN/CH ECKED GS / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. I LPA NO. IMERR-17-00214 SHEET S2.0 SHEET 8 of 1 4 BOUNDARY OF SHEATHING EXAMPLE OF PANEL EDGE w/ BLOCKING WHERE REQUIRED BY GENERAL NOTES NAIL SPACING AT SUPPORTED EDGES, GENERAL NOTES EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL) NAILING TO INTERMEDIATE SUPPORT IS 6"o.c MAX. (UON)----- RATED SHEATHING, SEE GENERAL NOTES SHEATHING NAILING DETAIL SCALE: 3/4" = V-0" 1y2" » ii 3 )3 3 p3 Y 30$ 3 T STUDS, ROOF TRUSSES, OR FLOOR JOISTS SECTION "A" NOTE: 2x4 LAP SPLICE = 16d NAILS @ 3"o.c(MAX.) 2x6 LAP SPLICE = 16d NAILS @ 3"o.c(MAX.) TYPICAL FACE NAILING 16d NAILS @ 14"o.c(MAX.) NAILING AT LAP SPLICE SCALE: 3/4" = V-0" CONT. 2x4 RIMBOARD FITS IN TRUSS. NAIL TO EACH TRUSS w/2 -12d COMMON NAILS. OSB SHEATHING FASTEN ALL AROUND W/8D @ 6" O.C. 2x4 BLOCKING 2x6 CE NAIL -L,\. /2 THROUGH STUDS WALLLOAD L SIZE (3) ROWS 12d LOAD BORED AT 12" O.C. LOAD BEARING WALL NOTCH EA. SIDE. �, 2–PLY 2x4 MEMBERS: (1) ROW OF 10d 25% NAILS @ 4" O.C. (4) ROWS 12d ' AT 12" O.C. 2x6 MEMBERS: v EA. SIDE. (2) ROW OF 1 O 1 3/8" NAILS @ 4" O.C. 7 3—PLY STAGGERED Y8" LESS THAN 14" BEAM 2x4 OR 2x6 POST V„ 2 (3) ROW OF 1 O (3)ROWS OF 63/4" NAILS @ 8" O.C. O TRUSSLOK STAGGERED [j ENGINEERED WOOD FASTENERS @ 24"o.c OSB BLOCKING PANEL EVERY OTHER TRUSS SEE PLAN AS SHOWN (3)ROWS OF 5" TRUSSLOK ENGINEERED WOOD FASTENERS @ 24" .c AS SHOWN 0 4– 'LY LW 3—PLY 14" LVL AND GREATER NOTES: 1. TYP. CONNECTION AT STUD COLUMNS, JACK–TO–KING ASSEMBLIES, CORNER POST, ETC. 2x8 POST 2. SPECIFIED NAILINC REQUIRED FOR EVERY PLY IN ADDITION TO (2) D LYS BUILT - UP MEMBER FASTENING S2.1 % SCALE: 3/4" = V-0" PRE–ENGINEERED WOOD ROOF TRUSSES. TYPICAL ROOF TRUSS CONNECTION (FLAT ROOF; SCALE: 3/4" = 1'-0" PENETRATIONS THROUGH STUDS WALLLOAD L SIZE STUDS BEARING OR EXTERIOR WALL BORED HOLE SIZE LOAD BORED NON BEARING ALL HOLE SIZE LOAD BEARING WALL NOTCH NON–LOAD BEARING WALL NOTCH �, 40% 60% 60% 25% 40% 2 x 4 1 3/8" – VIA� ' �, 4«I 4Y �hli0•'�� VV Y8> 7/8" 1 3/8" 2 2 x 4 – 2 y8„ Y8" 7/8" 2X6 2 y4" _ 5/6" 1 3/8" 2 Y4" (2)2x6 — 3 5/6" 5/6„ 1 3/8„ 2 )/4" 2 x 8 2 7/8" _ 3/8" 1 13/16)) 2 7/8" 4 3/8" 4 3/8„ 1 13/16)p_ 2 7/8„ WALL SIZE HOLE SIZE 2 x 4 1 3/4" 2x6 2 3/4" 2 x 8 3 5/8„ PLATES: TOP AND BOTTOM PLATE HOLE, CUT OR NOTCH THAT IS 50% OR MORE OF WIDTH MUST BE REPAIRED USING 16 A.(MIN.) METAL TIE THAT IS AT LEAST 1 Y2" WIDE (SECTION 2308 9.8 IBC) IF WALL IS A SHEARWALL IT MUST BE REPAIRED USING HARDY FRAME SADDLE (HFS) AT SOLE PLATE JOINTS INSTALL 2-0.145x3" PAF, EACH SIDE. PAF's MAY BE OMITTED ON ONE SIDE IF A SOLE PLATE ANCHOR IS WITHIN 12" OF JOINT SOLE PLATE ANCHOR PER DETAIL PT. SYP#2 –� MAX. MIN. BUTT JOINT SILL PLATE SOLE PLATE BREAK 4-16d EA. SIDE A'__0" AAIAI 2x SYP.#2 DBL. TOP PLATE. FASTEN TOGETHER w/ (2) ROWS OF .131 x3" @ 12"o.c STAGGERED UPPER PLATE BREAK PLATE BREAK DETAIL SCALE: 3/4" = V-0" 3)/" 2 STUD FACE BORED HOLES MIN. DIA. 40% OF STUD WIDTH, O 60% OF STUD WIDTH IF DOUBLE STUD NOTCH 25% OF STUD WIDTH MAX. EXTERIOR OR BEARING WALL 6 CUTTING, NOTCHING, BORED HOLES IN STUDS AND PLATES S2.1 SCALE: 3/4" = 1'-0" 3y" 2 STUD FACE MIN. BORED HOLES DIA. 60% OF STUD WIDTH MAX. NOTCH 40% OF STUD WIDTH MAX. NON BEARING NOTE: SEE SECTION 2308 9.10, 2308 9.11, AND FIGURE 2308 9.10 FBC LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPER TOP PLATE OVER LAPS �6 STUD BELOW LOWER TOP PLATE AT BREAK ORTHOGONAL V OF CORNER O CORNER CONDITIONS 2x4 BLOCKING @24" O.C. FASTEN EACH END w/3 -10d TOENAILS 4-10d OVER LAP DOUBLE IJ—COMMONS TOP PLATES W WALL INTERSECTION CONDITIONS WALL INTERSECTION CONDITIONS NOTES: 1. OVERLAP TOP LATES AT CORNERS AND INTERSECTIONS 2. r— DENOTES "x0.131" GUN NAILS @ 6" O.C. VERTICAL 3. O DENOTES ULL HEIGHT ANCHOR, SEE PLAN 4. DENOTESOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR M Y CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE S OWN FRAMED WALL CORNER AND 4 INTERSECTIONS STUDS CONFIGURATIONS S2.1 SCALE: 3/4" = V-0" Lou Pontigo and I ssociates, Inc. �20 Osceola Avenue Jax[ Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: dIA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A,COM REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU 'ON GO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MO IFICATIONS WHICH MAY VARY FRO THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING' APPROVED BY LOU PONTIGO & AISSOCIATES MAY RESULT IN A?DITIONAL ENGINEERING OR INSPECTION FEES. WOOD =RAMING DETAILS DO NOT SCALE DIMENSIONS FROj THESE DRAWINGS. IF A DIMENSION UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME CUSTOM DESIGN/DRAWN/CH ECKED S RD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET 52.1 SHEET g of 14 po „ �! ` ju"�<f V i• i r � � e r: 3 • �, r ti. n CF VIA� ' �, 4«I 4Y �hli0•'�� VV � Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU 'ON GO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MO IFICATIONS WHICH MAY VARY FRO THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING' APPROVED BY LOU PONTIGO & AISSOCIATES MAY RESULT IN A?DITIONAL ENGINEERING OR INSPECTION FEES. WOOD =RAMING DETAILS DO NOT SCALE DIMENSIONS FROj THESE DRAWINGS. IF A DIMENSION UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME CUSTOM DESIGN/DRAWN/CH ECKED S RD LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET 52.1 SHEET g of 14 FOR OPEIIING OVER 4'-4" FOR OPENING T 4'-4" 8x8 PRE -CAST LINTEL, SEE TO 9'-4" WIDE, PROVIDE WIDE, PROVIDE -#5 CMU/GONG. BOND BE/;M AT 4/S22 FOR OVERALL LINTEL 2x8 P.T. PLATE. TOP OF WALL, SEE (,/S2.2 DEPTH AND REINFORCING 2-#` VERTICAL EACH 'VERTICAL EACH SIDE (TYPICAL) SIDE OF OPENING. OF OPENING. 8 — — — -- — —,` a 3-#5 VERT. 8„ 11 H • _ 8 #3 HAIRPIN @ ---41, TYPICAL WALL j OPENING, ! ,, 16" O.C. REINF. SEE/ - • N REQUIRED ONLY 8 CMU WALL TYPICAL WALL SEE PLAN AS PER PLAN JAMB REINF. I REINF. SEE SCHED. ON o WHEN SPAN IS SEE 2/S2.2 PLAN. 8X12 CMU GREATER THAN I I I SCHED. ON PLAN. •' " • 5'-4" PLAN VIEW AT TYPICAL i WINDOW/DOOR OPENING 2 CMU JAMB REINFORCING S2.2 SCALE: 3/4" = 1'-0" 12" CMU 16" CMU 24" CM U LINTEL LINTEL LINTEL 25" LAP MIN. 1—#5 VERTICAL EACH WALL ELEVATION CORNER, INTERSECTION, TOP PLATE TO LINTEL @ SPACING INDIli CATED jjIr '/2"0 THREADED ROD TOP LINTEL BLOCK i a ON PLAN OR SCHED. 8x16 BOND BEAM w/1—#5 z DRILLED & EPDXIED w/ OPEN BOTTOM Cn TOP + BOTTOM. 8" EMBEDMENT LINTEL BLOCK, HOOK VERTICAL WALL REINF. AT 8" CMU WALL. w OR w/2—#5 TOP CONT. Q Y2"x12" ANCHOR BOLT NOTES: J • TOP OF WALL INTO CONC. TIE 1. USE THESE LINTEL DETAILS U.O.N. ON PLANS. — - WITH 2" 90` HOOK. BOTTOM LINTEL BLOCK 2. FOR OPENING LOCATIONS, SEE ARCH. PLANS. —' BEAM OR CMU BOND BEAM. IF o z WALL TERMINATES AT STAB, N AT PRE—CAST 3. PROVIDE 8" BEARING EACH SIDE OF OPENING. i ` •° C� LL • HOOK REINF. INTO SLAB. #5 HORIZONTAL TIE BEAM 24" O.C. w/ 2x2xY$" LINTEL BLOCK, 4. GROUT LINTEL SOLID. o z z REINFORCING (ONLY ONE PLATE WASHER. w/2-#5 CONT. 5. BOTTOM SHALL BE A SOLID PRECAST LINTEL. � w ,,� a Q o BAR SHOWN FOR CLARITY). Q �'�' FILL ALL CELLS SOLID a_ w Q Cn o WITH GROUT THAT w U71 w 1. U REQUIRE VERTICAL L/COR ER SPLICE � REINFORCING AND ALL Q 3 4 TYPICAL CMU LINTEL TYPICAL HOONTA z F-_ CELLS BELOW GRADE. �.` S2.2 SC/ -'_E: 3/4" = 1'-0" S2.2 SCALE: 3/4 = 1'-0" fy- RENF.16" Ezo VJOINT I Q 8x16 BOND U _ a- W Cnn v W Cn STD. 90° HOOK BEAM (TYP) TOP OF 3: Q z w a 8x16 BOND BEAM 0 CL0 5 TOP 9. 0(-)T J U z -- ° --- — ---�-- d� d a --— — — — — — — — — — d-- = � I 0 BOND BEAM Q Ia I I I� ai I I l �I � I I I , Id I , V DWLS. TO MATCH U) w o VERTICAL REINF. < (TYP. U.N.O.) > PLAN SECTION 8x16 BOND � 9� �P SCORE BOND BEAM Y2" N Q rn / 44Z - IL i CLEAN OUT HOLE BEAM (TYP) bi �AS REQUIRED 0 Q w z w Cf) O ll O —� WALL FOOTING U (n SEE PLAN 1E 8" CMU WALL. PROVIDE REINFORCED CELL EACH SIDE OF JOINT r • •1 FASTEN 2x8 P T SYP# W/ 1-# OND BEAM REINFORCEMENT AND GROUT IS CONTINUOUS THRU JOINT STOP JOINT REINF. AT CONTROL JOINT HIGH HT GROUTING NOTES:WINDOW/DOOR BUCK TO 8" OF WALL SECTION 1. MAXIMUM GROUT POUR HEIGHT SHALL war CMU w/ 1/4"x23/4" TAPCONS CONTROL BE 12'-0". @ 24"o.c INSTALL 3 MIN. JOINT JOINT REINF. PRE -FORMED ° EACH SIDE. FILLER @ 16"o.c LOW HT, GROUTING NOTES: 2. IF HIGH LIFT GROUTING IS USED, REINF. IE 1. USE 5'-0" GROUT POUR HEIGHT FOR SHALL BE FULL HEIGHT AND A CLEANOUT I BACKER ROD MATERIAL BAR SIZES #3 THRU #5. HOLE IS REQ'D AT CELLS WITH REBAR. CAULKING • • 2x8 P.T. SYP#2 2. USE 5'-0" GROU1 POUR HEIGHT FOR 3. GROUT SHALL BE PLACED IN 5' LIFTS WINDOW/DOOR BUCK ; BAR SIZES #7 AND ABOVE. TO PREVENT BLOWOUTS. #5 VERTICAL TO TOP DEPTH OF CAULKING WIDTH Ofr STOP JOINT REINF. 3. SEE SPECIFICATIONS AND STRUCTURAL 4. SEE SPECIFICATIONS AND STRUCTURAL OF BOND BEAM STEP. ONE HALF THE WIDTH HEAD JOINT AT CONTROL JOINT OF THE HEAD JOINT NOTES FOR GROUT IYPE AND GROUTED NOTES FOR GROUT TYPE AND GROUTED CELL SIZE. CELL SIZE. 1 TYPICAL WALL REINFORCEMENT 5 MASONRY WALL STEP 6 STRUCTURAL WINDOW/DOOR BUCK 7 CMU CONTROL JOINT S2.2 S2.2 SCALE: 3/4"= 1'-0" SEE 1 /S2.2 FOR INFORMATION NOT SHOWN. �.2SCALE: N.T.S SCALE: N.T.S 2x4 SYP#2 DIA. & HORIZ. BRACING @ 24" O.C. BETWEEN OUTER WALL & 16d COMMONS @ 8" ON FIRST INTERIOR TRUSS. 16d COMMONS @ CENTER ENGINEERED 16d COMMONS @ 8" TOE NAIL EACH END 8" ON CENTER FLOOR TRUSS, ON CENTER w/4 -12d NAILS (TYP) CONTINUOUS RIBBON SEE PLAN STUD WALL, SEE PLAN. BOARD (TYPICAL) FLOOR SHEATHING CONTINUOUS RIBBON OSB BLOCKING FLOOR SHEATHING - - 2x2xYs FLOOR BOARD (TYPICAL) SHEATHING CONT. SHEATHING TO BOT. OF PANEL BETWEEN 2x8 P.T. PLATE SEE ------ WASHER -- --- WAS FLOOR TRUSS. NAIL TO EA. FLOOR TRUSSES PER DETAIL AT RIGHT FOR °° HER ---------- ---- ° 8d COMMONS i TRUSS w/2 -ROWS OF 8d COMMON DETAIL 4E/S2.3. ANCHOR BOLT 2x8 P.T. PLATE SEE "" / DETAIL AT RIGHT FOR -' @ 3 O.C. �,\ ENGINEERED NAILS @ 4" O.C. -r _ --- AN HOR BOLT "- FLOOR TRUSS, --------------- --- Y4" GAP TO CMU = SEE PLAN CS16 STRAPS @ 32" O.C. °°°° _ FASTEN TO RIBBON BOARD & • "x12" ANCHOR BOLT WITH )/2"x12"BLOCKING w/ 2-8d NAILS. �I 8d @ 3" O.C. 8x16 CONTINUOUS ENGINEERED 8 @ 3" O.C. a 2" 90" HOOK. '1�' Q 2x8 P.T. PLATE. • BOND BEAM w/2-#5 FLOOR TRUSS, OR CONT. 2x4 MAILED TO EACH HORIZONTAL 4„ I 8x16 CONTINUOUS SEE PLAN 1/2 "� THREADED ROD TRUSS w/2 -12d COMMON)'l, #4 DOWEL @ 2 DRILLED &EPDXIED w/ 8" 8x16 CONTINUOUS / I BOND BEAM w/2—#5 #4 DOWEL @ 24 BOND BEAM w/2—#5 NAILS O.C. WITH 9 HOOK HORIZONTAL O.C. WITH 9" HOOK EMBEDMENT HORIZONTAL • INTO FOUNDATION. 2x4 BLOCKING BOT, INTO FOUNDATION. AT OF FLOOR TRUSS SIMPSON HTMS16 CMU WALL, FLOOR JOIST 24 O.C. w/ WASHER. #4 DOWEL @ 24" ATTACH TO FLOOR TRUSS @ EACH FLOOR • SEE PLAN. PERPENDICULAR TO WALL FLOOR JOIST PLATE WASHER. TOENAILS TRUSS - PARALLEL TO WALL ANCHOR PLATE O.C. WITH 9" HOOK w/2 -12d TO INTO FOUNDATION. OR DETA OFFICE COPY 8 TRUSS OUTRIGGER SECTION 9 FLOOR TRUSSES AT CMU WALL. S2.2 SC/ -LE: N.T.S. S2.2 SCALE: 3/4" Lou Pontigo and Associates. Inc. 420 Osceola Avenue lax!. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM , 5 ' 3;� 1, e I r ,�Ia 'e,;,•�lgfbiM'� '4;yys,•0 A�� . ��lIpMDIR111\u:e Luis A. PontiBo, PE 1-1, PE#53311 REVISIONS DAT[ FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING'I APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, 0 -- ° --- — ---�-- d� d a --— — — — — — — — — — d-- = � I 0 Q Q Ia I I I� ai I I l �I � I I I , Id I , 1- � 9� �P � N W/ 1-# OND BEAM REINFORCEMENT AND GROUT IS CONTINUOUS THRU JOINT STOP JOINT REINF. AT CONTROL JOINT HIGH HT GROUTING NOTES:WINDOW/DOOR BUCK TO 8" OF WALL SECTION 1. MAXIMUM GROUT POUR HEIGHT SHALL war CMU w/ 1/4"x23/4" TAPCONS CONTROL BE 12'-0". @ 24"o.c INSTALL 3 MIN. JOINT JOINT REINF. PRE -FORMED ° EACH SIDE. FILLER @ 16"o.c LOW HT, GROUTING NOTES: 2. IF HIGH LIFT GROUTING IS USED, REINF. IE 1. USE 5'-0" GROUT POUR HEIGHT FOR SHALL BE FULL HEIGHT AND A CLEANOUT I BACKER ROD MATERIAL BAR SIZES #3 THRU #5. HOLE IS REQ'D AT CELLS WITH REBAR. CAULKING • • 2x8 P.T. SYP#2 2. USE 5'-0" GROU1 POUR HEIGHT FOR 3. GROUT SHALL BE PLACED IN 5' LIFTS WINDOW/DOOR BUCK ; BAR SIZES #7 AND ABOVE. TO PREVENT BLOWOUTS. #5 VERTICAL TO TOP DEPTH OF CAULKING WIDTH Ofr STOP JOINT REINF. 3. SEE SPECIFICATIONS AND STRUCTURAL 4. SEE SPECIFICATIONS AND STRUCTURAL OF BOND BEAM STEP. ONE HALF THE WIDTH HEAD JOINT AT CONTROL JOINT OF THE HEAD JOINT NOTES FOR GROUT IYPE AND GROUTED NOTES FOR GROUT TYPE AND GROUTED CELL SIZE. CELL SIZE. 1 TYPICAL WALL REINFORCEMENT 5 MASONRY WALL STEP 6 STRUCTURAL WINDOW/DOOR BUCK 7 CMU CONTROL JOINT S2.2 S2.2 SCALE: 3/4"= 1'-0" SEE 1 /S2.2 FOR INFORMATION NOT SHOWN. �.2SCALE: N.T.S SCALE: N.T.S 2x4 SYP#2 DIA. & HORIZ. BRACING @ 24" O.C. BETWEEN OUTER WALL & 16d COMMONS @ 8" ON FIRST INTERIOR TRUSS. 16d COMMONS @ CENTER ENGINEERED 16d COMMONS @ 8" TOE NAIL EACH END 8" ON CENTER FLOOR TRUSS, ON CENTER w/4 -12d NAILS (TYP) CONTINUOUS RIBBON SEE PLAN STUD WALL, SEE PLAN. BOARD (TYPICAL) FLOOR SHEATHING CONTINUOUS RIBBON OSB BLOCKING FLOOR SHEATHING - - 2x2xYs FLOOR BOARD (TYPICAL) SHEATHING CONT. SHEATHING TO BOT. OF PANEL BETWEEN 2x8 P.T. PLATE SEE ------ WASHER -- --- WAS FLOOR TRUSS. NAIL TO EA. FLOOR TRUSSES PER DETAIL AT RIGHT FOR °° HER ---------- ---- ° 8d COMMONS i TRUSS w/2 -ROWS OF 8d COMMON DETAIL 4E/S2.3. ANCHOR BOLT 2x8 P.T. PLATE SEE "" / DETAIL AT RIGHT FOR -' @ 3 O.C. �,\ ENGINEERED NAILS @ 4" O.C. -r _ --- AN HOR BOLT "- FLOOR TRUSS, --------------- --- Y4" GAP TO CMU = SEE PLAN CS16 STRAPS @ 32" O.C. °°°° _ FASTEN TO RIBBON BOARD & • "x12" ANCHOR BOLT WITH )/2"x12"BLOCKING w/ 2-8d NAILS. �I 8d @ 3" O.C. 8x16 CONTINUOUS ENGINEERED 8 @ 3" O.C. a 2" 90" HOOK. '1�' Q 2x8 P.T. PLATE. • BOND BEAM w/2-#5 FLOOR TRUSS, OR CONT. 2x4 MAILED TO EACH HORIZONTAL 4„ I 8x16 CONTINUOUS SEE PLAN 1/2 "� THREADED ROD TRUSS w/2 -12d COMMON)'l, #4 DOWEL @ 2 DRILLED &EPDXIED w/ 8" 8x16 CONTINUOUS / I BOND BEAM w/2—#5 #4 DOWEL @ 24 BOND BEAM w/2—#5 NAILS O.C. WITH 9 HOOK HORIZONTAL O.C. WITH 9" HOOK EMBEDMENT HORIZONTAL • INTO FOUNDATION. 2x4 BLOCKING BOT, INTO FOUNDATION. AT OF FLOOR TRUSS SIMPSON HTMS16 CMU WALL, FLOOR JOIST 24 O.C. w/ WASHER. #4 DOWEL @ 24" ATTACH TO FLOOR TRUSS @ EACH FLOOR • SEE PLAN. PERPENDICULAR TO WALL FLOOR JOIST PLATE WASHER. TOENAILS TRUSS - PARALLEL TO WALL ANCHOR PLATE O.C. WITH 9" HOOK w/2 -12d TO INTO FOUNDATION. OR DETA OFFICE COPY 8 TRUSS OUTRIGGER SECTION 9 FLOOR TRUSSES AT CMU WALL. S2.2 SC/ -LE: N.T.S. S2.2 SCALE: 3/4" Lou Pontigo and Associates. Inc. 420 Osceola Avenue lax!. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM , 5 ' 3;� 1, e I r ,�Ia 'e,;,•�lgfbiM'� '4;yys,•0 A�� . ��lIpMDIR111\u:e Luis A. PontiBo, PE 1-1, PE#53311 REVISIONS DAT[ FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING'I APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, 0 � O = � U Q Q m N Q U J 1- � Z � N Q rn CMU FRAMING DETAILS LT SCALE DIMENSIONS FROMDRAWINGS IF A DIMENSION ISNCLEAR REFER TO THEITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME CUSTOM DESIIGN/DRAW N/CHECKED CS / RD / LAP DATE E 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S2.2 SHEET 1 0 OF 1 4 2—SIMPSON H2.5 STRAP KING F POST BELOW WITH STRAPS WHEN FULL HEIUH I ANCHORS ARE NOT USED IF TRUSS REACTION EXCEEDS ING POST TO KITH 2—CS16 STRAPS WHEN FULL HEIGHT ANCHORS ARE NOT USED HEADER DOWN CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR A H2.5T @ 32" O.C. TOP & BOT B SEE PLAN C (1)MSTA24 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N) WHENV 1 DOTED S2.3 HEADER TIE DOWN THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 2x4 SYP#2 CATS AT 12' O.C. FASTENED TO TOF PLATE w/ 4-0.131x3' COMMON FASTEN CATS EACH END w/ 3-0.131x3" COMMON TOE NAILS SHEARWALL EXTERIOR WALL ALTERNATE A 7/1F" OSB DIAPHRAGM FASTEN TO NAILER w/ (1) ROW 8d @ 3" O.C. FASTEN TO TOP PLATE w/ (2) ROWS OF 8d @ 3" O.C. 4 S2.3 SYP#2 2x4 NAILER FASTE TO TRUSS BOT. CHORD (2) ROWS 0.131x3" @ 3" - A-T•1N ►_arr�r: ► _ r�� FLOOR OR ROOF TRUSS. ROOF TRU 111/ MA; SHEARWALL FLOOD 2x4 SPF ALL AROUND INTERIOR SHEARWALL. n C C HEADER UP CONNECTION CONNECTION UPLIFT CONNECTOR CALL OUT A LSTA18 @ 32" O.C. B SEE PLAN C (2)CS16 STRAPS D FULL HGT THREADED ROD SEE PLAN OR HTT4 HOLD DOWN AT BASE (U.O.N FBI STUD WALL FRAMING SEE PLAN CMU WALL 2x_ P.T. STUD FASTEN TO CMU WALL w/ 1/4"x3" TAPCONS @ 16" O.C. z FRAME WALL TO CMU WALL DETAIL S2.3 SCALE: 3/4" ROOF TRUSS. SYP#2 2x4 NAILER FASTENED TO UFS BOT. CHORD w/ 0.131x3" @ 3" O.C. FASTENED TO SHEATHING w/ 8d @ 3" O.C. ROO TRUSS SHEATHING FASTENED TO TOP PLATE w/ 10d @ 3" G.C. 16" MAX. SHEARWALL SYP#2 CONT. ATTACH TOP PLATE AND TRUSS 0.131x3" @ 3" O.C. EDGE OF MAY OVERHANG TOP PLATE. SHIEARWALL ALTERNATE B na @4"O. C. SHEARWALL ATTACHMENT AT ROOF Et FLOOR FLOOR FRAMING -16d NAILS ALTERNATE E (TYPICAL) ALTERNATE C 2x4 SPF#2 CONTINUOUS LEDGER FASTENED TRUSS WEBS WITH W/3-0.131 x3" COMMON. FASTEN CATI EACH END w/ 3-0.131x3" AILS @ 6" O.C. SHEARWALL OR—/ EXTERIOR WALL ALTERNATE F OOR USS. 2x4 S P#2 CATS AT 12" O.C. FASTENED TO TOP PLATE w/ 4-0.131x3" COMMON. 2ND STORY TOP PLATE ELEV. TOP PLATE TO STUD H2.5 T @ 32" ON—CENTER -DWC 15600 0 32" O.C. CREWS OSB WALL SHEATHING ALTERNATE G SHEARWALL NOTES: 1. AT ROOF ANY ALTERNATE MAY BE USED. 2. USE ALTERNATE A. AT EXTERIOR WALLS ENDING BETWEEN ROOF TRUSSES. 3. USE ALTERNATE E & F FOR FLOOR STUD TO LOWER FRAMING: MSTA24 OR CS16 STRAP @ 32" ON—CENTER (2)MS24 OR (2)CS16 STRAPS EACH END OF WALL SEGMENT 2ND FLOOR ELEV. OL FOR RAISED HEADERS, STRAP THE TOP PLATE 1-0 HEADER WITH LSTA12 @ 32" O.C. IN LIEU OF THE H2.5T STRAPS H2.5T AT ROOF FRAMING ROOF FRAMING KING STUD TO LOWER FRAMING WOOD BEAM J (2)MSTA24 OR CS16 STRAPS CONVENTIONAL STRAPPING TO BEAM BELOW SCALE: 3/4" = 1'-0" r OFFICE COPY Assoc Iate s, Inc. 20 Osceola Avenue )ax Beach, Florida 32250 Ph. 2 2-0908 Fax. 241-9557 FL: A # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE I FIELD ALTERATION CONTRACTOR SHALL CONT ACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR 10 BEINGI APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. Q HEADER TO JACK STUD MSTA24 STRAP EACH SIDE OF HEADER Q � 0 T U Q Q SIMPSON H2.5T TOP & BOT. 0J/ CRIPPLE STUD @ 32" 0.C. N In J U 1- a Z cnQ KING STUD TO LOWER FRAMING WOOD BEAM J (2)MSTA24 OR CS16 STRAPS CONVENTIONAL STRAPPING TO BEAM BELOW SCALE: 3/4" = 1'-0" r OFFICE COPY Assoc Iate s, Inc. 20 Osceola Avenue )ax Beach, Florida 32250 Ph. 2 2-0908 Fax. 241-9557 FL: A # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE I FIELD ALTERATION CONTRACTOR SHALL CONT ACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR 10 BEINGI APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. Q J Q � 0 T U Q Q w N In J U 1- a Z cnQ MISC DETAILS L T SCALE DIMENSIONS FROM RAWINGS. IF A DIMENSION IS CLEAR REFERTO THE TECTURAL DRAWINGS OR CONTACT THE E.O.R. PIAN NAME CUSTOM DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET I 'S2.3 SHEET 11 of 14 CONT. (2)2x12 BEAM FASTENED TO EACH TRUSS WITH (3)""x6" SDS SCREWS A35 ANGLE. SIMPSON HTS16 @ EACH FLOOR TRUSS 2x4 BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TRUSS w/2 -12d TOENAILS OSB SHEATHING FASTEN ALL AROUND W/8D @ 6" O.C. OSB BLOCKING PANEL EVERY TRUSS SEE PLAN STUD WALL, SEE PLAN. 1 ROOF SECTION AT REAR BALCONY S2.4 SCALE: 3/4" = 1'-0" OSB SHEATHING FASTEN ALL AROUND W/8D @ 6" O.C. CONT. (2)2x12 BEAM FASTENED TO EACH TRUSS WITH (3)1"x6" SDS SCREWS (2)H2.5T @ A35 ANGLE. /r— EACH TRUSS. 2x4 BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TRUSS w/2 -12d TOENAILS SLOPE TOP CHORD 1/4" PER FOOT LVL BEAM RAISED 9.25" INTO DECK TRUSSES. SEE PLAN. "3 ROOF SECTION AT REAR BALCONY S2.4 SCALE: 3/4" = 1'-0" WATER PROOFING & HAND RAIL BY BUILDER FACE MOUNT HANGER AS PER FLOOR TRUSS MANUFACTURER 3/8" OSB SOFFIT WATER PROOFING & HAND RAIL BY BUILDER OSB RE CKING PANE I_ EVERY OTHER TRUSS SEE PLAN SIMPSON HTS16 @ LACFLOOR TRUSS STUD WrLL, SEE PL N. SEE PLAN VIEW 4-16d NAILS NOTCH IN UPPER TOP PLATE FOR WALL STUD LAP DOUBLE TOP ARRANGEMENT PLATE AT CORNER EXTERIOR WALL STUDS (WINDOW NOT SHOWN) INSTALL LAST 'J IMPSON HTS30C TWIST STRAP. NAIL TO TOP OF BAY WINDOW ° WING WALL & DOWN TO FACE OF DOUBLE WALL STUD ADJACENT TO WING WALL FRAMING (ONE EACH SIDE). NAIL PLYWOOD TO LAST JOIST 2x6 STUD FRAMING WALL STRAPPED TO FLOOR w/MSTA12 (2)13/4"x7)/4" MICROLAM 1.9E LVL. (2)SIMPSON LUS26 JOIST HANGER w/4 -16d TO HEADER & 2x6 SYP#2 BLOCKING 4-10d TO JOIST. BETWEEN EA. KNEE @ 16" O.C. WALL STUD w/4 -12d COMMON WIRE TOENAILS (TYP) A -A SECTION BOX WINDOW DETAIL SCALE: 3/4" = 1'-0" SLOPE TOP CHORD Y4" PER FOOT PRE—ENGINEERED FLAT TRUSSES. HANGER BY TRUSS ENGINEERS. HEADER TO SUPPORT MAIN ROOF TRUSSES P n @Ay [E TS 000 WINO AT OW q El \ PLYWOOD FL TCH 2 m (�)SIMPSON -� MSTA12 (2 )13/4" x7Y4" MICROL M 1.9E LVL. PROVIDE SHORING UNTIL ALL FRAMING IS COMPLETE, INCLUDING ROOF ATTACH STUB JOISTS TO WALL w/ JOIST HANGER BAY WINDOW FR 2x6 SECTION BAY WINDOW WING WALL. SIMPSON HCU410 NOTCH BOTTOM OF (3)2x12'S TO 51/2" AT BASE TO FIT WITHIN 2x6 WALLS. ATTACH BASE OF (3)2x12 VERTICAL WIND BEAM w/ (2)SIMPSON LS50 (ONE EACH SIDE). - DOUBLE STUD MA��WA " 5 /$ TH U 2x6 @ 16" O.C. BOLTS @ 16" .C. 3-2x12 w/(2)t "VAYWINDOW 2x6 STUD, PLYWOOD FLIT --H NAIL TO 2x12'S 2x6 @ 16" O.C. WALL SHEATHING WALL STUD PLAN VIEW Associates, Inc. 420 Osceola Avenue Jaxi Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP•A.COM � •�; A4 e° { � �'+Nunairiuu ,: LuIis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL_ FIELD MO IFICATIONS WHICH MAY VARY FRO THE INTENT OF THE ORIGINAL CON TRUCTION DOCUMENTS. ANY FIELD LTERNATIONS MADE PRIOR TO BEING. APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J Q LL 0 T � U Q Q w N Q U J 1- az N� rn Q PARCH AND BEAM SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R_ PLAN NAME CUSTOM DESIGN/DRAWN/CI-I ECKED CS / RD /LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. OFFICE COPY Y ; MERR-17-00214 SHEET S2.4 SHEET 12OF 14 0❑ EXTERIOR WOOD WALL BEYOND t (2)2x8 PLATES w/ OSB FLITCH CUT TO FIT WITHIN I FLOOR SYSTEM. FASTEN TOI BEAM w/ (2) 4"x6" SDS SCREWS @ 16" O.C. l PRE—ENGINEERED I FLOOR TRUSS. I I I I LVL GIRDER, SEE PLAN. SHEATH WALL THRU DECK TO BEAM BELOW. 2x6 SYP#2 P.T. LEDGER. OSB BLOCKING PANEL EVERY TRUSS SEE PLAN SLOPE TOP CHORD Y4" PER FOOT H3 @ EACH DECK TRUSS. WATER PROOFING & HAND RAIL BY BUILDER COT' (2)2x12 BEAM FA TENED TO EACH TRUSS WIT (3)4"x6" SDS SCREWS OS(p SHEATHING FA TEN ALL AROUND W/ D @ 6" O.C. 2xz. BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TR SS w/2 -12d TO NAILS / / � %', OSB LEDGER, SEE PLAN.—/ SO FIT CMU LINTEL C SEE PLAN. 2x HANGER BY TRUSS NA ENGINEERS. C CMU MALL BEWOND PRE—ENGINEERED DECK TRUSSES. FLOOR BEAM w/ CANTILEVERED DECK TRUSSES. S2.5 SCALE: 3/4" = 1'-0" C C OSB SHEATHING FASTEN ALL AROUND W/8 D @ 6" 0. C. CONT. (2)2x12 BEAM FASTENED TO EACH TRUSS WITH (3)4"x6" SDS SCREWS 3/8" 0 S B SOFFIT 2x4 BLOCKING BOT, OF FLOOR TRUSS ATTACH TO FLOOR TRUSS w/2 -12d TOENAILS 3 BALCONY SECTION S2.5 SCALE: 3/4" = 1'-0" OSB BLOCKING PANEL EVERY OTHER TRUSS SEE PLAN (2)H3 @ EACH DECK TRUSS. CMU LINTEL SEE PLAN. CMU WALL BEYOND WATER PROOFING & HAND RAIL BY BUILDER SLOPE TOP CHORD Y4" PER FOOT SHEA CEILING LER. -H WALL THRU DECKZZ BOTTOM OF TRUSS. x6 SYP#2 P.T. BLOCKING. FACE MOUNT HANER AS PER FLOOR TRU S MANUFACTURER EXTERIOR WOOD WALL. PRE—ENGINEEREC FLOOR TRUSS. WOOD BEAM. SEE PLAN. rlAn nl ATC wN� I.—I.--.— N- I*— 1*-_ N.—N__N.—N_N__ N NN__ N_�%_%_%__��"..— %�_ .,— ,%- Lou Pontigo and ,associates, Inc. 420 Osceola Avenue )ax' Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.COM w ra + tV a L+i sl' 00 .4 ,t13„"-,. �+ v ~V 4 4�,qd 1 \\ O +. fSate L) Luis A. Porntigo, PE FL PE#53311 REVISIONS DATE TRUSS AND 10.17.17 ARCH REV FIELD ALTERATION CONI IRACTOR SHALL CONI ACT LOU PONT GO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL. FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENI-S. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN Ad)DITIONAL ENGINEERING OR I INSPECTION FEES. MISC. DETAILS L(0) SCALE DIMENSIONS FRj RAWINGS. IF A DIMENSICLEAR REFER TO THE TECTURAL DRAWINGS CONTACT THE E.O.R PLAN NAME CUSTOM DESIGN/DRAWN/CH ECKED CS RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S2.5 SHEET 13 O4 Y2"x5"x5" PLATE S PR BAC P( S HINGED Y4" POWDER CO) STEEL TAB FULL WEI TO PLATE W/Y2" - E Y4"x4"x12" POWDER COATED STEEL PLATE FASTEN TO BEAM w/(2)Y2" S.S. THRU BOLTS SECTION CANOPY DETAIL SCALE: 1/2" = 1'-0" 6X6 BLOCKING - w/2 -A35 ANGLES EACH END STAIR TOWER PLATE H IGHT 25'-8" T.O. ROOF DECK 24'-0" ROOF BE RING 22'-0" SECOND FLOOR 12'-0" T.O. FIRST EVEL 10'-0" FIRST F J1 Y2"x5"x5" POWDER COATED STEEL PLATE SURFACE MOUNTED OVER PRESSURE TREATED WOOD BACKING w/4"x9" S.S. LAG BOLTS I�I 4%3" SQUARE POWDER COATED STEEL TUBE w/ HINGED CONNECTIONS Y4%4%12" POWDER COATED STEEL .. PLATE FASTEN TO BEAM - w/(2))/2" S.S. THRU BOLTS -1 CANOPY DETAIL SCALE: 1/2" = V-0" ELEVATION i STAIR TOWER PLATE HEIGHT L_ 25'-8" T.O. ROOF DECK 24'-0" ROOF BEARING 22'-0" SECOND FLOOR 12'-0" T.O. FIRST LEVEL 10'-0" FIRST FLOOR 0" OFFICE COPY LOU LOU Pontigo .Ind Associates, [tic. 420 420 Osceola Avenue Jax! Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CONTACT US WITH YOUR COMMENTS COMMENTS @ LP-A.CO,V� Luis A. 11ontigo, PE. FL PE#53311 RIEVIS10NS DATE I I I FIELD ALTERATION CONTRACTOR SHALL CONI ACT LOU PON TIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THL INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEINGAPPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. MISC. DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHI I-ECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME CUSTOM DESIIGN/DRAWN/CHECKED CS / RD / LAP DATE 10.16.17 CONTROL NO. TRUSS ID. LPA NO. MERR-17-00214 SHEET S2.6 SHEET 1 4 0 MERRIAM RESIDENCE 362 Plaza Rd Atlantic Beach, FL 32233 PROJECT LOCATION F NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATION: 9'-0" (CONTRACTOR SIGNATURE) Y C? 1 N 43'-11" DOWNSPOUT INTO GROUND - w PROVIDE SILT FENCE AROUND PROPERTY N 43'-11" E-,�4,-5„ AND DIRECTED TO BACK OF-----�� En'to PR ERTY E WITH THE EXCEPTION OF THE DUMPSTER ENTRY 951-911 E SOT. 7. PALM TREE 6. PALM TREE — — — — — — __— -- ------------- -- - -- — -- ----------------- - - - - ----------------- _ - — - --- --------------- — - ---- ------ — -- ---- [] [l — — ------------------- fir _____ ___ SITE TO DRAIN TO PLAZA ROAD --- -----� [] SWALE AREA TO RUN THE LEN 31TH OF THE LOT — ___—_ _ --- - — — — — — ' — — AC 2 9. PALM TREE[ �a OO 0 PALM TREE; 1/4" / 12" 27'- 3" i I[ ] 0000000 10. PALM TREE oO00�oO00� FRONT SET BACK \ 2 [ ] 3. PALM TREE x I 11. PALM TREE a000yO0�a 2 OaD0a00 X 2. PALM TREE l � I aO aO 0 - � LM TREE I Z i 000�0o DO 7 I- w l i I X 12, PALM TREE D�� BURT LP T K � OD a��0 UJ a_ IIIOoo oo �Oo - �oaaoaa BUILDING FOOTPTINT I a00 �00 I I (F NT 0 HOME) � Qo III �Z OooaDnOooaDOa------------------------------- Lu L a o L -2 -STEPPING baa TEMPORARY p l w< w CSTONES- o I Q W O��OaaO � Q Z � I I = � ��0�� ------------------- � I CONSTRUCTION --1 __-____-__ LU I I = W a�00a�00a DUMPSTER LOCATION. uZ UJ w I 0�a°oda° J U iii X 13. PALM TREELU Oo�000oa000 O��O�aO BALLASTED SOLAR PANEL ARRAY. ROUTED FROM ROOF > ~ 1400 FT3 Oo D00 a�0 TO GARAGE CONCEALED ON INTERIOR OF HOME, DESIGN\ WATER ooao�oo PROVIDED BY SOLAR PANEL P OVIDER. Off. RETENTION aO00aO00a AREA DOOaD��OaD�� I I 00000 � � I11 L Z Ii 21'-8" REAR SET -BACK ------------------ --. - ----- — — — — — — J LU I;i [] i 2 L---------------------------- --------------- 1 — -- ---- — r---- 14.ORANGE DOWNSPOUT INTO GROUND AND DIRECTED TO B ¢ 2 o � � TREE ACK OF SITE TO DRAIN TO PLAZA ROAD o � 1 -- ---------------- - — — — — — — -- — -- -- --- — -- -- -- ---------------------------------- o 0 SWALE AREA TO RUN THE LENGTH OF THE LOT L-- --- �-- - ----�---_------------ -------------------------- BUSHES L -BAMBOO- - - - ------------------------_ - -----_ _ ----- _-_ ----- - - - - - - - - - - - - ----- --- ------ -- -PALM- -61-311 --- 1 �'�5"_� 15. PALM TREE E 95'-9" E -3416.OAK TREE — 1 1 - PROPERTY LINE POWER TO HOME FROM POWER POLE FROM APPROVED PROVIDE SILT FENCE AROUND PROPERTY TO BE RAN UNDERGROUND SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPSTER ENTRY 6' TALL GATE Z - p 0 3' 6' 12' SITE PLAN 2, Z SCALE: 3116" = 1'-0" 3/16 1 -0 W Z_ J W 0 N Q J 17. OAK TREE FROM APPROVED SHADE TREE LIST 1 S S UED FOR PERMIT AND CONSTRCTION 10.27.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS BY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILL REQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING INSPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION: SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 2014 NATIONAL ELECTRICAL CODE OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS: LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 1,944 SF 2ND FL AC SPACE: 2,092 SF TOTAL AC SPACE: 4,036 SF IMPERMIABLE SURFACES EXISTING 2,484 SF POST CONST. BUILDING FOOTPRINT 2,65' SF PAVERS (1038 SF X 50% CREDIT): 519 SF AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES A 103 POST CONSTRUCTION: 3,250 SF TOTAL IMPERMIABLE LOT COVERAGE: 49.8% PORTABLI TOILET LOCATIO1 DELTA VOLUME CALCULATIONS: PRE V= (0.6 * 2,484 * 9.3) / 12 = 1,155 FT3 POST V= (0.6 * 3250 * 9.3) / 12= 1,512 FT3 DIFFERENCE TO BE RETAINED ON SITE: 357 FT3 COMMUNITY DEVELOPMENT 1 DENIED SHEET LIST SHEET NUMBER SHEET NAME A 100 TITLE SHEET A 101 GENERAL NOTES A 102 GENERAL NOTES A 103 FLASHING DETAILS A 104 FLASHING DETAILS A 200 FIRST FLOOR PLAN A 201 2ND FLOOR PLAN A 202 ROOF PLAN _ A 203 SCHEDULES A 300 ELEVATIONS A 301 ELEVATIONS A 400 SECTIONS A 401 SECTIONS A 402 SECTION DETAILS A 403 SECTION DETAILS E 200 FIRST FLOOR ELECTRICAL E 201 2nd FLOOR RCP - ELECTRICAL Total: 17 L.J ARCH IT ECT INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MACCOARCHITECTS.com MARK W. MACCO y AR96004 MARK MACCO, AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 2 Revision 2 10/27/17 MERRIAM RESIDENCE TITLE SHEET SCANNED Date: [ Z A -7 Project Number ##### Date 10.27.2017 Drawn By EN Checked By MW M Scale As indicated coWil N d' LO 4 ti 0 N ti N 0 2 A 301 2 0 ® 0 2' 4' g' O z SCALE: 1/4" q `J' ENTERTAINMENT CENTER 008 _ DEPRESS SLAB AT ALL SLIDING DOOR LOCATIONS -1.5" N FAMILY RM N :� 0" oos 002 2 A 300 80'-2" 5'-0" 9'-10" 2'-0" 3'-0" 2'_8" M.O. M.O. M.O. O 7 O O CV I o,A CLOSET I I BED 3 BATH B ti 13'-5" �1 ~ 9'-5 o EB BP# ��S17 —oa7 DATES/? off SIGNED,,, I q I I TYPE H - 2X6 WOOD STUD @ 16" O.C. WALL W/ HORIZONTAL STONE BED 2 ALIGN OVER 2" FJR CUT W! INSULATION BOARD VENEER ON EXTERIOR SHEATHING ON co INTERIOR ON INTER OR EXTERIOR. 1/2" GWB OVER 2" FUR OUT I I WALL TYPE E -2x6 W:= STUDS @ 16" O.C. W/ INSULATION BOARD ON INTERIOR TO WALL TYPE B - 2x4 WOOD STUDS @ 24" B MATCH FACE OF WALL BELOW I = A N LAUNDRY L_____ J FRIDGE W/ WATERLINE ® WALL TYPE C - 2x4 WOOD STUDS @ 24" O.C. W/ 1l2" GWB BOTH SIDES, &-0" H.STONE WALL TYPE F - 8" AmWALL W/ HORIZONTAL VENEER. 1/2" GWB OVER 2" FUR OUT 011 W/ INSULATION BOARD ON INTERIOR SHELVING ABOVE_ s AND 1/2" GWB OVER 2" FUR OUT W/ I DEPRESS SLAB AT ALL SLIDING WALL TYPE' -7 - 2x6 WOOD STUDS @ 16" O.C. © W/ SMOC"- STUCCO FINISH. 112" GWB ON INTERIOR. DOOR LOCATIONS -1.5" o I I I W i i 002 002 14'-3" `r 2'-11" 2'-11" 5'-5" 2'-8" 2'-11" 0 c4„ 08 L— --_ —� J -I WASHING MACHINE 009 F---- I I I I D 2'- 9' 0" � I D 001 O HB I B o 0 B 0 -- -- CHUTE I 2'-8" 2'-4" Of 3'-11" 2'-0" 6'-1" B R.O. R.O. 00 M.0 BED 1 M.O. 78'- 4" BATH 3'-5" B LN E -- I `° CD -- Cn 4'-0" �a _ B (V I I p u a u E II H� IfIl IIII qC—------ pI�IIlII IIIIII IIII egE �IIIIII �IIIIII 'IIII "IIIII '�IIII $-II�II ��IIII � '£ UND RGROUND WA I TER COLLECTION SYSTEM I 1 HOSE BIBB VALVE SHOWER I A 401 2'-0" 10'-0 2 R.O. A 401 LINEAR S OWER DRAIN 1 FIRST FLOOR 1/4 1 0 1 A 301 LINEN 5'-4" off EXERCISE 12'-1" 2'-8" M.O. 002 5'-2" 15'- 4" V-4" V-8" 1'-4" 1'-8" 1'-4" 8" 2'-7" 3'-0 2'-7" ' M.O "AC FCC HB lm , r,-1 A -- EO I II II II II II II II II II II II II II � I II II II II II II II II II II II � HVAC II STORAGE II I II II II II II II II II II II II II II II I II II II II II II II II II II II II II it II II II I I A -� 002 IA --_-A_ = A=A 0 A 300 LO off �B H2O SOFTENER WATER CONNECTION FOR z SOFTENER AND PRESSURE J BOOST. Q CURRENT HOME- WATER 4'- 7„ ENTERS HOUSE HERE 22'-4" r 0� 7 - ELEV. 002 0' 12 GARAGE 1 18'-3" P� M ENTRY / 00 2 3 A 400 A 400 0 X11 a 0 0 1 A 300 i 0 OFFICE COPY A C 1H I T rE_ INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MACCOARCHITECTS.com I REVISION BP# ��S17 —oa7 DATES/? SIGNED,,, I ®WALL TYPE A - 8" CMU WALL W/ SMOOTH I I TYPE H - 2X6 WOOD STUD @ 16" O.C. WALL W/ HORIZONTAL STONE BED 2 STUCCO FINISH ON EXTERIOR AND 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON OVER 2" FJR CUT W! INSULATION BOARD VENEER ON EXTERIOR SHEATHING ON I I INTERIOR ON INTER OR EXTERIOR. 1/2" GWB OVER 2" FUR OUT I I WALL TYPE E -2x6 W:= STUDS @ 16" O.C. W/ INSULATION BOARD ON INTERIOR TO WALL TYPE B - 2x4 WOOD STUDS @ 24" B MATCH FACE OF WALL BELOW I AND 112" GNB ON INTERIOR. ZIP -WALL A N LAUNDRY L_____ J FRIDGE W/ WATERLINE ® WALL TYPE C - 2x4 WOOD STUDS @ 24" O.C. W/ 1l2" GWB BOTH SIDES, &-0" H.STONE WALL TYPE F - 8" AmWALL W/ HORIZONTAL VENEER. 1/2" GWB OVER 2" FUR OUT WALL TYPE I - 2X6 WOOD STUDS @ 16" O.C. WALL WI SMOOTH STUCCO FINISH W/ INSULATION BOARD ON INTERIOR SHELVING ABOVE_ s AND 1/2" GWB OVER 2" FUR OUT W/ I WALL TYPE' -7 - 2x6 WOOD STUDS @ 16" O.C. © W/ SMOC"- STUCCO FINISH. 112" GWB ON INTERIOR. o I I I W i i HOT/COLD WATER CONNECTION FOR I L— --_ —� J -I WASHING MACHINE F---- I I I I D � I D 001 O HB LAUNDRY CHUTE 2'-8" 2'-0" 2'-8" 2'-4" Of 3'-11" 2'-0" 6'-1" 3'-4" R.O. R.O. 00 M.0 M.O. 78'- 4" GARAGE 1 18'-3" P� M ENTRY / 00 2 3 A 400 A 400 0 X11 a 0 0 1 A 300 i 0 OFFICE COPY A C 1H I T rE_ INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MACCOARCHITECTS.com �r,A ohr„ f1 MARK MAC 0, A P NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 MERRIAIM RESIDENCE FIRST FLOOR PLAN 'I NQV 14 2017 Project Number ##### Date 11.13.2017 awn By M W M Checked By MWM A 20:0 Scale 1/411 = 1'-0" I REVISION BP# ��S17 —oa7 DATES/? SIGNED,,, WALL LEGEND ®WALL TYPE A - 8" CMU WALL W/ SMOOTH WALL TYPE D - 8" EXPOSED CMU WALL,WALL STACK BCND COURSING AND 1/2" GWB ® TYPE H - 2X6 WOOD STUD @ 16" O.C. WALL W/ HORIZONTAL STONE STUCCO FINISH ON EXTERIOR AND 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON OVER 2" FJR CUT W! INSULATION BOARD VENEER ON EXTERIOR SHEATHING ON INTERIOR ON INTER OR EXTERIOR. 1/2" GWB OVER 2" FUR OUT WALL TYPE E -2x6 W:= STUDS @ 16" O.C. W/ INSULATION BOARD ON INTERIOR TO WALL TYPE B - 2x4 WOOD STUDS @ 24" W/ PAINTED KARDIAAP SIDING ON EXTERIOR MATCH FACE OF WALL BELOW O.C. W/ 1/2" GWB BOTH SIDES AND 112" GNB ON INTERIOR. ZIP -WALL A N SYSTEM ® WALL TYPE C - 2x4 WOOD STUDS @ 24" O.C. W/ 1l2" GWB BOTH SIDES, &-0" H.STONE WALL TYPE F - 8" AmWALL W/ HORIZONTAL VENEER. 1/2" GWB OVER 2" FUR OUT WALL TYPE I - 2X6 WOOD STUDS @ 16" O.C. WALL WI SMOOTH STUCCO FINISH W/ INSULATION BOARD ON INTERIOR ON EXTERIOR SHEATHING ON EXTERIOR. s AND 1/2" GWB OVER 2" FUR OUT W/ INSULATION BOARD ON INTERIOR WALL TYPE' -7 - 2x6 WOOD STUDS @ 16" O.C. © W/ SMOC"- STUCCO FINISH. 112" GWB ON INTERIOR. �r,A ohr„ f1 MARK MAC 0, A P NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 MERRIAIM RESIDENCE FIRST FLOOR PLAN 'I NQV 14 2017 Project Number ##### Date 11.13.2017 awn By M W M Checked By MWM A 20:0 Scale 1/411 = 1'-0" MERRIAM RESIDENCE 362 Plaza Rd Atlantic Beach, FL 32233 IJKUJtG I LUUM IUM NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATION: 9'-0" (CONTRACTOR SIGNATURE) N 43'-11" DOWNSPOUT INTO GROUND /-— PROVIDE SILT FENCE AROUND PROPERTY N 43'-11" E -34'-5" AND DIRECTED TO BACK OF WITH THE EXCEPTION OF THE DUMPSTER ENTRY E 95'-9" LOT. = PR ERTY E - __ __ — — 7. PALM :REE 6. PALM TREE -- ---------- -- q — — — — -------- ----- --- ----- ---�- -------------------------[ ] ----[ ------ SITE TO DRAIN TO PLAZAR AD - - - - - - - - - - - - - - - 8.PALMTRE------------------- -- -------� L— - LE AREA TO RUN THE LENGT�i OF THE LOT _ - - - - - - - - - -------- SWA- - - ---E-------------- - I I II I li I I- 9.PALMTREE[ ]---------- -- - -- - 4. PALM TREE - - - - - - - - - - - - - 1 ��00�00 MINIMUM BUILDING SETBACK I I I OO�aD00�aD00 1 I 1/4" / 12" 1 ALLOWED PER CODE �[ ] 0000000 I I � I I 1110. PALM TREE Z'3' 27'- 2" BLD. SET -BACK [ ] 3. PALM TREE I; X 000aaooao --- L 11. PALM TREE aO00aO00a \\ 20' - 0" MIN SET -BACK [ ] Z Oaa Oa o 5. PALM TREE X 2. PALM TREE; -� 0000000 I I 1 I a� aO 0 ~ l 1 �� BURT LP T K a W I OooaDOa�aDOa 1 1 LU I X 12, PALM TREE a0aa�aa O W 0o D00o a�0� F NT 0 HOME _--__---__-__--___- o I z I Ooo DnOo�aDO Z o I �CSTEPPING��a I TEMPORARY o IL I L w a(STONES-00 II a w OOCabr,- O -------- -J--------------------- CONSTRUCTION S Q z _� 1 r�0�� r 1 DUMPSTER LOCATION. fi- U_ LU U I L 1= w 000 00�� l o OOa�'Ooaa00 LL w � � I X I OO I 13. PALM TREE X00 X00 I 1 I I rY I 1 0 a00 a00 C0 l 1 aoaao0a ---- ---- III 000 O�� BALLASTED SOLAR PANEL ARRAY. ROUTED FROM ROOF O 400 FT3 00 Ooa00 TO GARAGE CONCEALED ON INTERIOR OF HOME. DESIGN WATER Oo�00o�0 PROVIDED BY SOLAR PANEL PROVIDER. � RETENTION DO DO D AREA I aooaooaa � � I I I 0000 0000 1 1 � ' 1 ISSUED FOR PERMIT AND CONSTRICTION 08. 18.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS BY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILL REQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING INSPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION: SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 2014 NATIONAL ELECTRICAL CODE OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS: LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 1,944 SF 2ND FL AC SPACE: 2,092 SF TOTAL AC SPACE: 4,036 SF IMPERMIABLE SURFACES EXISTING 2,484 SF _-- POST CONST. BUILDING FOOTPRINT 2,651 SF PAVERS (1038 SF X 50% CREDIT): 519 SF AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES A 201 POST CONSTRUCTION: 3,250 SF TOTAL IMPERMIABLE LOT COVERAGE: 49.8% DELTA VOLUME CALCULATIONS: PRE V= (0.6 * 2,484 * 9.3) / 12 = 1,155 FT3 POST V= (0.6 * 3250 * 9.3) / 12= 1,512 FT3 DIFFERENCE TO BE RETAINED ON SITE: 357 FT3 v DENIED 0 WI I- 17.OAK TREE FROM i1- 1 11 1 I 14. ORANGE I I APPROVED SHADE J TREE LIST � TREE --- -I--- --------------------- J � 1 LU— — —I — — — — — — — — i — — — — — — — — — — — — — — — — — — — -- — — �------------------------------------------------ r - a II I [] _ O I 21 - 8' BLDG SET -BACK DOWNSPOUT INTO GROUND a MINIMUM BUILDING SETBACK AND DIRECTED TO BACK OF - REAR SET -BACK ALLOWED PER CODE o 0 20 0 MIN m SITE TO DRAIN TO PLPZA ROAD - o cn ----- -- --- --- -- - - - - - - ----- - -- --- - --- -- —I --- ---- -- —--- - - - WALE AREA TO RUN THE LENGTH OF THE LOT ` III I I ;0 s --- °—_ _I— -_ _ ------------ - --BUSHES ---------- L BAMBOO.- - - - _ _ _ - ---- - -_--- - -- --' - ---- - ---- - --_ ----- -----_-------_-_------- - ---- _-_ -- _ - - -- - - - - - - - - ---- - - --- -_ - LM TREE '-311- __ -_ _- _ - 1 PA �' j"- - - - - - 15. PALM TREE E 95'-9" PROPERTY LINE MINIMUM BUILDING SETBACK POWER TO HOME FROM POWER POLE E -34'-5" 16.OAK TREE 1 1 ALLOWED PER CODE FROM APPROVED PROVIDE SILT FENCE AROUND PROPERTY TO BE RAN UNDERGROUND SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPSTER ENTRY i U TALL GATE = a p 0 3' 6' 12' 2 SITE Z PLAN - 3/16 - 1 -0 SCALE: 3/16" = 1'-0" PORTABI, l TOILET LOCATION SHEET LIST SHEET NUMBER SHEET NAME A 100 TITLE SHEET A 101 GENERAL NOTES A 102 GENERAL NOTES A 103 FLASHING DETAILS A 104 FLASHING DETAILS A 200 FIRST FLOOR PLAN A 201 2ND FLOOR PLAN A 202 ROOF PLAN A 203 SCHEDULES A 300 ELEVATIONS A 301 ELEVATIONS A 400 SECTIONS A 401 SECTIONS A 402 SECTION DETAILS A 403 SECTION DETAILS E 200 FIRST FLOOR ELECTRICAL E 201 2nd FLOOR RCP - ELECTRICAL Total: 17 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MACCOARCHITECTS.com am r 8960 l ' MARK MA -0 _A) NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 MERRIAM RESIDENCE TITLE SHEET SCANND Date; i LZ_C�-7u Project Number #### Date 08.18.2017 Drawn By EN Checked By MW M Scale As indicated MERRIAM RESIDENCE 362 Plaza Rd Atlantic Beach, FL 32233 BURIED SUMP PUMP TO EXPEL NORTH PROJECT LOCATION NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW PUMPED ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATI_QN: 9'-0" TRACTOR SIGNATURE) 3 I 3 I I I NEIGHBORING HOUSE I NEIGHBORING GARAGE I I .v < 43' 0 PROVIDE SILT FENCE AROUND PROPERTY E N 43'-11" OVERFLOW WATER FROM DOWNSPOUT INTO GROUND — „ RETENTION AREATO PLAZA RD. AND DIRECTED TO BACK OF n Cl) WITH THE EXCEPTION OF THE DUMPSTER ENTRY E -34 -5 w - PROPERTY LINE SWALE AREA TO RUN THE LENGTH OF THE LOT — LOT. PALM TREr 6. PALM TREE c' =-=------- 7. — -- - - - - - - - - - -_- --------_-------- -- - �- —-----------_ _�==_� � �_=�=— _=— -- --- ---- _ --__ --- ---- —-------- -------- --------- ----- --- _------------- - - — _----------------------------------- [] ------ —--------- — — — — — — — — — — - — 1 I I---- [ � 8. PALM TREE "�;; I------ -- --- ---- - - - - - - - - - __ --------------------- ----- J - _ - 3 L --� -- -_ PROPERTY LINE �I � -'--—————————--—— — — — — -------------------------- ---- ------ — f------- ^ y� 2 9. PALM TREE[ ]I t — i 1 [ ] Z 4. PALM TREE Lu > III 114"/12" - L= 2T-3" Ili 110, PALM TREE I �� 3 � FRONT SET BACK I I � ' I [ ] 3. PALM TREELu I I � I v —. X /�— L I 11. PALM T EE [ ] O 2 L 1 I I i 15. PALM TREE X L 1 2. PALM TREE I U r_, ry II I I T I I I Z I B U - - - - >- W I' RIED LP TANK Ir -w X 12. PALM T EE I I s L 1L °- U)BUILDINGI BUILDING FOOTPTINT L i r L1 T rl r - FRONT OF HOME _z ( ) O� I I �_=_z �� _u � T s �_ 1 �� r -r � � I I 1 I �--, I r r�,-�L t 11s� I _rT--'- UJ r r h I ( -- TEMPORARY 01 O L-Io I ---------------------------------- I �i CONSTRUCTION O ------ - - - - -- --QO DUMPSTER LOCATIONQ o ui O I T iT I 1 —�— — 1 O Q I U to I I l L l 1� 1 r o LL CDLu w U I I T - l t .. _T1 4 � N J X I X 13. PALM T EE I T _ I �7 1` 1 r .r 1 I r LST j Tr 1 r1 i — W I 1 l ---------- I r - r _ -L J (n I W = 1 1 BALLASTED SOLAR PANEL ARRAY. OUTED FROM ROOF + i _'-� C1 � I I I 400 FT I TO GARAGE CONCEALED ON INTERIOR OF HOME. DESIGN\ O WATERF=- I 1 RETENTION I PROVIDED BY SOLAR PANEL PROVI ER. =T 1 - 2 - 1- AREA (400ft �I x1ftDEEP) I I i r�1 3 PERVIOUS PAVERS I -� _rte �_ T 1 Z _T -T y _ I ?T TT 7 r _L___, �rpI-. I � I I RE R -----17. OAK TREE FROM -8' I I T-' WZ-------- ----------- APPROVED SHADE SET-BACKT TREE LIST AC i — 'I — — — — — J-----_— T_— — �--, --� ' — ----------------------------------------—- W �: 1 i --- -YO 14, ORANGE TREE Q 0 DOWNSP NTO GROUND I AND DIRECTED TO BACK OF rµr - - _ - - - - - '�-` T1 _ i Lu LOT. �� r -I II I - - - -- ---- -- — — ---- —= I � 0 — BUSHES [ � ------ - - - - - - - - - - - - -4- - - LM TREE i r BAMBOO "'- '-------------- _ -- — -_— --------- — ----- --- - — -- — — -- — — — — — — — — — -6-34" <_ --- ---- -- — ---------------------- _— -� _ — — 1. FA PALM TREE 1 PROPERTY LINE POWER TO HOME FROM POWER POLE E 95' 99� E -34'-5" 16. OAK TREE SWALE ,REA TO RUN LENGTH OF LOT FROM APPROVED PROVIDE 31LT FENCE AROUND PROPERTY TO BE RAN UNDERGROUND SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPSTER ENTRY 6' TALL GATE 0 3' 6' 12' 2 SITE PLAN O� 3/16 1 0 Z SCALE: 3/16" = V-0" ISSUED FOR PERMIT AND CONSTRCTION 11. 13.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS IBY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILLiREQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING AISPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM 1ARKER TO MARKER TO VERIFY REQUIRED 'ETBACKS. NO UNDERGROUND OR OVERHEAD I U]"ILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION; SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 2014 NATIONAL ELECTRICAL CODE 2i>4 -Ft OR1k7A,FI RE,PREVENyI CO OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS`. LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 1,944 SF 2ND FL AC SPACE: 2,092 SF TOTAL AC SPACE: 4,036 SF IIVOERMIABLE SURFACES EX6`11NG 2,484 SF POST CONST. BUILDING FOOTPRINT .2,651 SF Rt,VERS (1038 SF X 50% CREDIT): 519 SF AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES 10/27/17 POST CONSTRUCTION: 3,250 SF TOTAL IMPERMIABLE LOT COVERAGE: 49.8% DELTA VOLUME CALCULATIONS: PRE V= (0.6 * 2,484 * 9.3) / 12 = 1,155 FT3 POST V= (0.6 * 3250 * 9.3) /i 12= 1,512 FT DEFERENCE TO BE RETAINED ON SITE: 357 FT3 0 PORTABLI TOILET LOCATI Of` N A1( A1( AV A1( A1( :A2( A2( A2( A21 A31 A3 A4 A4 A� A4 E� E To N/ A R K A ." A T INNOVATIVE COMMERCIAL AND RESIDENTIAL DESIGN SOLUTIONS 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: Info@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MA000ARCHITECTS.com -_ - N MARK Mie! t *A NCARB FLORIDA REGISTRATION: # AR96004 I LO LO N 0 N escription__ DateISION q 1 7/27/17 ision 2 10/27/17 ision 3 11/13/17 I I i - I � I LO LO N 0 N MERRIAM RESIDENCE 362 Plaza Rd Atlantic Beach, FL 32233 PROJECT LOCATION Y Q m N 43'-11 DOWNSPOUT INTO GROUND UJ ,w E -34 -5 AND DIRECTED TO BACK OF UJ LOT. w --- 7. PALM THEE 6. PALM TREE o — — ----- ----- [ ] ---------------- it--- -------- L-8. PALM TREE-------- ------ _- ------ — — 9. PALM TREE[ ]I ------------------- II 11 11 � 000 000° I I It ] I Sao°a��o°ago I I I 110. PALM TREE - q FK] I I 11. PALM TREE ��0 1 Z I' I I �oV60Y LU I, I I 0000aooaa w X 12. PALM TREE LU o I 1 0 1 oo°aao°a° I; I o 0 11 i o Z OaanOa�aDaOo :Di I F- o STEPPING O 1 1 1< W 1 GSTONES�✓��° o I, a W 1 �:0b'_ �JaD00 J =� ooaooao LU z I' N Q i o��oa�� I 000aovaao� +3:LL LU I 1 X 13. PALM TREE Cf) LU I' li I 1a�o�°�o�° 1 > 1 400 FTA DooaDOo��Oo - WATER j RETENTION L AREA I 1 ao�c�o Z - - - - - - - - - - - - - - - REAR SET -BACK UJ III [] 0 - - 0 I 14.00RANGE I DOWNSPOUT II p I TREE AND DIRECTEC NOTE: SILT FENCES TO BE INSTALED AND INSPECTED PRIOR TO ANY LAND CLEARING OR DEVELOPMENT. NOTE: LOT ELEVATION TO REMAIN THE SAME. CAN NOT RAISE THE LOT ELEVATION. ALL RUNNOFF TO REMAIN ON SITE AND OVERFLOW ONLY TO PLAZA ROAD. FLOOR SLAB ELEVATION: 9'-0" (CONTRACTOR SIGNATURE) PROVIDE SILT FENCE AROUND PR04TY N 43'-11" WITH THE EXCEPTION OF THE DUMPSTER ENTRY E 95'-9" PR ERTY E - - - - - - - - - ------ -------- ---------------------------- YY --------- --- --- ---------- SITE TO DRAIN TO PLAZA ROAD - - - - - - - - - - - - - ---- - - - - -- -- --- --- -- --- SWALE AREA TO RUN THE LENGTH OF THE LOT - -- —�I - - --- -� AC AC i I -- -- -- - -- - f- 4. PALM TREE I ' 1/4" / 12" 2T 3" FRONT SET BACK 2 [ ] 3, PALM TREE I �I 2 [] i 5. PALM TREE X 2. PALM TREE F_ BURI LP T K ' UJ 1 BUILDING FOOTPTINT 11 (F NT 0 HOME) Ell, I � TEMPORARY ; ------------------------------------------ 1 CONSTRUCTION-� DUMPSTER LOCATION. �i o u I BALLASTED SOLAR PANEL ARRAY. RO JTED FROM ROOF TO GARAGE CONCEALED ON INTERIO OF HOME. DESIGN\ PROVIDED BY SOLAR PANEL PROVIDE Z. I 17. OAK REE I I M APPROVED SHADE i TREE LIST - - - - - - - - - - - - - - ---- 1 GROUND BACK OF Q 2 O W SITE TO RAIN TO PLAZA ROAD - o wo- ---- - --L J-- - --- ---- ----------------------- — ----- ---- — — — SWALE AREA TO RUN THE LENGTH OF THE LOT - - - - - - - - - - - ------------- BAMBOO- - ------ _ -_ -----_ --------- - ------ - -------- ----- _ - - - - - - - nE3��-S' 15. PALM TREE ':'7 16. OAK TREE 1 1 PROPERTY LINE FROM APPROVED PROVIDE SILT FENCE AROUND PROPE TY SHADE TREE LIST WITH THE EXCEPTION OF THE DUMPST R ENTRY p 0 3' 6' 12' 2 SITE��PLAN SCA z _ LE: 3/16" = V-0" 3/16 = V-13" 6' TALL GATE \ L _J - - - - - BUSHES 1.PALM TREE---- --------- POWER TO HOME FROM POWER POLE E 95'-9" TO BE RAN UNDERGROUND ISSUED FOR PERMIT AND CONSTRICTION 10.27.2017 IMPORTANT: *ALL BEDROOMS IN THIS RESIDENCE MEET OR EXCEED THE EMERGENCY ESCAPE AND FIRE RESCUE REQUIREMENTS BY HAVING AT LEAST ONE WINDOW OPENING PER ROOM OF 5.7 SQUARE FEET AND MEET THE SILL REQUIREMENTS OF LESS THAN 44" ABOVE FINISHED FLOOR. REFER TO WINDOW TAGS AND CORRESPONDING ROUGH OPENING IN WINDOW SCHEDULE. *NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. *A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON THE SITE FOR THE BUILDING INSPECTORS PRIOR TO FRAMING INSPECTION OR, ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRETCHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS. NO UNDERGROUND OR OVERHEAD UTILITIES IN VICINITY OF PROPOSED WORK. TYPE OF CONSTRUCTION: SINGLE FAMILY HOME: ZONED RS -2 2014 FLORIDA BUILDING CODE 5TH EDITION RESIDENTIAL 2014 NATIONAL ELECTRICAL CODE OVERALL BUILDING HEIGHT: 28'-4" BUILDING CALCULATIONS: LOT TOTAL: 6,525 SF FIRST FL. AC SPACE: 2ND FL AC SPACE: 1,944 SF 2,092 SF TOTAL AC SPACE: 4,036 SF IMPERMIABLE SURFACES EXISTING 2,484 SF POST CONST. BUILDING FOOTPRINT 2,651 SF PAVERS (1038 SF X 50% CREDIT): 519 Sr AC PADS AND STOOP: 80 SF TOTAL IMPERMIABLE SURFACES A 200 POST CONSTRUCTION: 3,250 SF TOTAL IMPERMIABLE LOT COVERAGE: 49.8% DELTA VOLUME CALCULATIONS: PRE V= (0.6 * 2,484 * 9.3) / 12 = 1,155 FT3 POST V= (0.6 * 3250 * 9.3) / 12= 1,512 FT3 DIFFERENCE TO BE RETAINED ON SITE: 357 FT3 PORTABLI TOILET LOCATION & SKEET LIST SHEET NUMBER SHEET NAME A 100 TITLE SHEET A 101 GENERAL NOTES A 102 GENERAL NOTES A 103 FLASHING DETAILS A 104 FLASHING DETAILS A 200 FIRST FLOOR PLAN A 201 2ND FLOOR PLAN A 202 ROOF PLAN A 203 SCHEDULES A 300 ELEVATIONS A 301 ELEVATIONS A 400 SECTIONS A 401 SECTIONS A 402 SECTION DETAILS A 403 SECTION DETAILS E 200 FIRST FLOOR ELECTRICAL E 201 2nd FLOOR RCP - ELECTRICAL Total: 17 476 OSCEOLA AVENUE JACKSONVILLE BEACH, FL 32250 E: lnfo@MaccoArchitects.com PH: 904. 249 -ARCH (2724) www.MACCOARCHITECTS.com F ►U, MARK W. MACCO 51 � H M� AR96004 �1 - a Sf_'x%ANfNE ► -I Date: l MARK MACCO, AIA NCARB FLORIDA REGISTRATION: # AR96004 No. Description Date 1 REVISION 1 7/27/17 2 Revision 2 10/27/17 V ZRAM RESIDENCE TITLE SHEET Project Number ##### Date 10.27.2017 Drawn By EN Checked By MW M Scale As indicated 14 M N LO 4 ti 0 N rlN 0