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801 Begonia St RES19-0304 New Residence 0S' ' '• RESIDENTIAL PERMIT PERMIT NUMBER f2"/ ' RES19-0304 iit r) CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ISSUED: 11/8/2019 `on v ATLANTIC BEACH. FL 32233 EXPIRES: 5/6/2020 MUST CALL INSPECTION PHONE LINE (904) 247-5814 BY 4 PM FOR NEXT DAY INSPECTION. ALL WORK MUST CONFORM TO THE CURRENT 6TH EDITION (2017) OF THE FLORIDA BUILDING CODE, NEC, IPMC, AND CITY OF ATLANTIC BEACH CODE OF ORDINANCES . ALL CONDITIONS OF PERMIT APPLY, PLEASE READ CAREFULLY. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. JOB ADDRESS: PERMIT TYPE: DESCRIPTION: VALUE OF WORK: 801 BEGONIA ST RESIDENTIAL NEW SINGLE NEW RESIDENCE $245184.35 FAMILY RESIDENCE TYPE OF REAL ESTATE ZONING: BUILDING USE SUBDIVISION: CONSTRUCTION: NUMBER: GROUP: 170927 1030 ATLANTIC BEACH SEC H COMPANY: ADDRESS: CITY: STATE: ZIP: Ashlar Home Builders, LLC 5295 CR 209 S Green Cove Springs FL 32043 OWNER: ADDRESS: CITY: STATE: ZIP: BEATY MARVIN M 801 BEGONIA ST ATLANTIC BEACH FL 32233-1711 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. LIST OF CONDITIONS Roll off container company must be on City approved list . Container cannot be placed on City right-of-way. 1 1 PUBLIC WORKS EROSION CONTROL INSTALLATION INFORMATIONAL Notes: Full erosion control measures must be installed and approved prior to beginning any earth disturbing activities. Contact the Inspection Line(904-247 -5814)to request an Erosion and Sediment Control Inspection prior to start of construction. 2 PUBLIC WORKS ON SITE RUNOFF INFORMATIONAL Notes: All runoff must remain on-site during construction. Issued Date: 11/8/2019 1 of 3 RESIDENTIAL PERMIT PERMIT NUMBER , RES19-0304 CITY OF ATLANTIC BEACH ISSUED: 11/8/2019 800 SEMINOLE ROAD EXPIRES: 5/6/2020 ATLANTIC BEACH. FL 32233 3 PUBLIC WORKS POST CONSTRUCTION TOPO SURVEY INFORMATIONAL Notes: 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. 4 PUBLIC WORKS ROLL OFF CONTAINER INFORMATIONAL Notes: Roll off container company must be on City approved list(Advanced Disposal,Realco Recycling,Shapells,Inc.,Republic Services,Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Removal,All American Roll Off,WCA Waste Corporation). Container cannot be placed on City right-of-way. 5 PUBLIC WORKS RIGHT OF WAY RESTORATION INFORMATIONAL Notes: Full right-of-way restoration,including sod,is required. 6 PUBLIC WORKS RUNOFF INFORMATIONAL Notes: All runoff must remain on-site. Cannot raise lot elevation. 7 PUBLIC WORKS TOPO SURVEY INFORMATIONAL Notes: Must provide a topographic(TOPO)survey with water retention for final C.O.Inspection. 8 PUBLIC UTILITIES UNDERGROUND WATER SEWER UTILITIES INFORMATIONAL Notes: Avoid damage to underground water and sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed,call 247-5878. 9 PUBLIC UTILITIES METER BOX SEWER CLEAN OUT INFORMATIONAL Notes: Ensure all meter boxes,sewer cleanouts and valve covers are set to grade and visible. 10 PUBLIC UTILITIES RT1 SEWER CLEANOUT INFORMATIONAL Notes: A sewer cleanout must be installed at the property line. Cleanout must be covered with an RT1 concrete box with metal lid. Cleanout to be set to grade and visible. FEES DESCRIPTION ACCOUNT QUANTITY PAID AMOUNT BUILDING PERMIT 455-0000-322-1000 0 $918.00 BUILDING PLAN CHECK 455-0000-322-1001 0 $459.00 BUILDING PLAN REVIEW RESUBMITTAL SECOND 455-0000-322-1006 0 $50.00 CROSS CONNECTION 400-0000-343-3701 0 $50.00 PU REVIEW RESIDENTIAL BLDG 001-0000-329-1007 0 $50.00 PW REVIEW BUILDING MOD OR ROW 001-0000-329-1004 0 $25.00 PW REVIEW RESIDENTIAL BLDG 001-0000-329-1004 0 $100.00 STATE DBPR SURCHARGE 455-0000-208-0700 0 $21.41 STATE DCA SURCHARGE 455-0000-208-0600 0 $14.27 Issued Date: 11/8/2019 2 of 3 (rf"''i>> RESIDENTIAL PERMIT PERMIT NUMBER ;•••=4;,,,--::c' '. \` RES19-0304 �. CITY OF ATLANTIC BEACH ISSUED: -030 11/8/2019 800 SEMINOLE ROAD 1'4Ul's9" ATLANTIC BEACH. FL 32233 EXPIRES: 5/6/2020 ZONING REVIEW SINGLE AND TWO FAMILY USES 001-0000-329-1003 0 $100.00 TOTAL:$1,787.68 Issued Date: 11/8/2019 3 of 3 rt':v'%'/f i City of Atlantic Beach APPLICATION NUMBER � Building Department (To be assigned by the Building Department.) 800 Seminole Road ri RCSict - 0304 Atlantic Beach, Florida 32233-5445 Phone(904)247-5826 - Fax(904)247-5845 l �1 I ) E-mail: building-dept@coab.us Date routed: ( 9 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: c7d E EG oiv( A JT Department review required Yes No �uilding Applicant: A 5 H LA (2... )—{-orY- E (.13; ming &Zoning 2) Tree Administrator Project: Si kDG[_E Pry NA 4kEbTic Works 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 ,( k4- Army Corps of Engineers •�\ Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: ['Approved. XI-Denied. Not applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: jDate: /d— TREE ADMIN. Second Review: LtAproved as revised. ['Denied. ['Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date:t0 d e-f ig FIRE SERVICES Third Review: Approved as revised. ['Denied. ['Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 Building Permit Application OFFICE COPY Updated 10/9/18 _ City of Atlantic Beach Building Department **ALL INFORMATION '.. / 800 Seminole Road, Atlantic Beach, FL 32233 HIGHLIGHTED IN GRAY Phone: (904) 247-5826 Email: Building-Dept@coab.us IS REQUIRED. Job Address: 16 cl-1"1OI Q f�f0(�. .S. ) 2)3Permit Number: RC-_- —5304 Legal Description 5F_e tAtla,J 6110 F+ Lai-3 (4-11/4) ll f}-/DF RE#/7 d l 0,27 —A,30 Valuation of Work(Replacement Cost)$ Z4 s, 61 Heated/Cooled SF l�1 I Non-Heated/Cooled ` { 15 • Class of Work: XINew DAddition DAlteration DRepair ❑Move ❑Demo ❑Pool ❑Window/Door • Use of existing/proposed structure(s): ❑Commercial 'Residential • If an existing structure,is a fire sprinkler system installed?: ❑Yes ❑No • Will tree(s) be removed in association with proposed project? ❑Yes(must submit separate Tree Removal Permit) 'gNc Describe in detail the type of work to be performed:-✓)C>/ � fico N��i //,,,)t ,,„ �,L Florida Product Approval# for multiple products use product approval form Property Owner Information Name IY1 (]diAJ d l t Address I tot U.,J i i_ 51. City 1' - (}..d State / / Zip 3?L3 3 'Phone E-Mail Owner or Agent(If Agent, Power of Attorney or Agency Letter Required) Contractor Information Name of Company fL 4'J ,( }-k L,?7,0:l d fa(r5 UI! Qualifying Agent m i(+ .fiL `)f'Y l Address 5pl9 (�1'i a2O4 S City�,t LLi-) eat.. '+A5SState f/ Zip 1,1 e "3 Office Phone x(04- 9Ila-U(U Job Site Contact Number(O.SE CAVA) Got)- 1,-/q 90 State Certification/Registration# 33 16141-1 E-Mail m i KL(2(i*&14r-h tim£S.e" OlL Ca iy amts CA Architect Name&Phone# Engineer's Name&Phone#i\(‘u,‘f f H2 Jof Workers Compensation Insurer NW/rad lOu;kiL/d5-,JSP/a.,✓6._l_ OR Exempt o Expiration Date Al-/ -/y Application is hereby made to obtain a permit to do the work and installations as indicated.I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all the laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,and AIR CONDITIONERS,etc. NOTICE: In addition to the requirements of this permit,there may be additional restrictions applicable to this property that may be found in the public records of this county,and there may be additional permits required from other governmental entities such as water management districts,state agencies,or federal agencies. nrrr aa OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be`dbne in cbmplidrice 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 REC DING YQUR NOTIC OF C MMENCEMENT. (Signature of Owner or Ag t) (Signature of Contractor) Signed and sworn to(or affirmed)before�m7e thi , day of __Signed and sworn to(or affirmed)before me this4L ay of ( r — U • , lei,lJ /�/.� Imo' / 4•••• icy �7Lhs► mo• _ # .17"t7 . ('ignature of Notary) ;'._ GOC I • to re of Notary) EXPIRES August 05.2019 '4«-t EXPIRES August OS,20ei407)398-0 � m "„ 153 ica X407) 1S3 F1oAda,•oo•rY5•nic•corn [ ]Personally Known OR PrPersonally Known OR [ roduced Identificat� J [ ]Produced Identification Type of Identification:yl I v o L.t id5L Type of Identification: OFFICE COPY Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN � City of Atlantic Beach Building Department GRAY IS REQUIRED. Y 800 Seminole Rd, Atlantic Beach, FL 32233 -0109.- Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: lIZES\`k— Cgot+ ❑ Revision to Issued Permit OR [04 Corrections to Comments Date: (U I is, itl, Project Address: $0I 6eynlA- S (.QLi' Contractor/Contact Name: f'7Jr4K- oDoNt. el�f2S I Li-G /11116, Sm. (lei /4C_RS9 Co nre.r Contact Phone: * 904 5v-8- 4`+?O Email: Cts € Pk-Nr-c^HrleS.ccnr Description of Proposed Revision/Corrections: '".tLi. .,f ED ocT 1 8 2019 • Building Department Fl I affirm the revision/correction to com tyst iA V tAPKpo f changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? JVo ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional i creas in bu' di value to original submittal? JVo ❑*Yes (additional increase in building alue: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: (Office Use On y V Approved ❑ Denied ❑ Not Applicable to Department Permit Fee D - $ 6.OO Revision/Plan Review Comments D rtment Review Required: ,M Build' nil lanning&Zoni 6--- Reviewed By Tree ' trator Public Work Public Utilities / O^c2 y''l9 Public Safety Date Fire Services Updated 10/17/18 CITY OF ATLANTIC BEACH \SS1 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 (904) 247-5800 BUILDING REVIEW COMMENTS Date: 10/7/2019 Permit#: RES19-0304 Site Address: 801 BEGONIA ST _ Review Status: Denied RE#: 170927 1030 Applicant:Ashlar Home Builders, LLC Property Owner: BEATY MARVIN M _ Email: casey@ashlar-homes.com Email: MMBEATY@BELLSOUTH.NET Phone: 9047420102 Phone: 9042498256 9045884490 9045755342 THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS. Revisions may not be submitted until ALL departments have completed their respective reviews. Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a few correction items will not be accepted. Correction Comments: "X A second set of Product Approval Information Sheets needs to be submitted. The set thatwas submit and the new one to be submitted both need to be signed by the contractor on the last page in or r to be approved at plan review. /2. Please submit the Installation instructions and Evaluation Report for the James Hardie Building Pro ucts assigned to FL# 13192.2. Please submit the Installation instructions and Evaluation Report for the Royal Vinyl Soffit Products assigned to FL# 13139.1. ' 4. Requesting t .t the en .oor size to the master bedroom bathroom fac' ' ' s be increased to at let to 2.8x6.8 to be in • •liant with Section R320 ACCESSIBILITY, 0.1.1. This would also in de the door for entry •• o t - water closet of the master suite bathroo e ise drawing accordingly to show this change. ' . *mit icopies of this page. Building P11// ` Mike Jones Building Inspector/Plans Examiner City of Atlantic Beach 800 Seminole Road Atlantic Beach, FL 32233 (904)247-5844 Email:mjones@coab.us Ew a die 1 •r klt• "1 s /U -8-1 1 mr) r,---;11...4,,,,.,„ r .,, Permit Reviews City of Atlantic Beach Permit Number: RES19-0304 Description:NEW RESIDENCE Applied:10/3/2019 Approved: Site Address:801 BEGONIA ST Issued: Finaled: City,State Zip Code:Atlantic Beach,Fl 32233 Status:RECEIVED Applicant:<NONE> Parent Permit: Owner: BEATY MARVIN M Parent Project: Contractor:<NONE> OFFICE COPY Details: LIST OF REVIEWS SENT DATE RETURNED DUE DATE TYPE CONTACT STATUS REMARKS DATE Review Group:AUTO 10/3/2019 10/3/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: 10/3/2019 10/8/2019 10/17/2019 BUILDING Building DENIED Notes: C9Prection Comments: '•f.A second set of Product Approval Information Sheets needs to be submitted.The set that was submitted and the new one to be submitted both need to be signed by the contractor on the last page in order to be approved at plan review. v..Plea submit the Installation instructions and Evaluation Report for the James Hardie Building Products assigned to FL#13192.2. yg. ase submit the Installation instructions and Evaluation Report for the Royal Vinyl Soffit Products assigned to FL#13139.1. .Requesting that the entry door size to the master bedroom bathroom facilities be increased to at least to 2.8x6.8 to be in compliant with Section R320 ACCESSIBILITY,R320.1.1.This would also include the door for entry into the water closet of the master suite bathroom.Revise drawing accordingly to show this change.Submit 2 copies of this page. 10/3/2019 10/7/2019 10/17/2019 PUBLIC UTILITIES Public Utilities APPROVED W/CONDITIONS Notes: Received&Reviewed 10/3/2019 10/7/2019 10/17/2019 PUBLIC WORKS Public Works DENIED 10/4/19 Notes: Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). Provide a detailed plan of water retention area and how water runoff gets to water retention areas and then to street. Water retention must be 10 feet or more from house structure. Only half of the required water retention is shown on submitted plans. See Conditions of Approval that will be printed on Permit. Printed:Wednesday,09 October,2019 1 of 2 I TRAMT SiA it,q Permit Reviews IY City of Atlantic Beach 10/3/2019 10/8/2019 10/17/2019 ZONING Zoning DENIED Notes: Mechanical Equipment:A/C and similar equipment must be at least 5 feet from property lines.Please revise accordingly. Height:Overall height is measured from grade.Please show the overall height of the house as measured from grade,not FFE. OFFICE COPY Printed:Wednesday,09 October,2019 2 of 2 nwar Ijp--. City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) It s J 800 Seminole Road r)U Atlantic Beach, Florida 32233-5445 ESI 9 - 0304 r ` ' Phone(904)247-5826- Fax(904)247-5845 ' o;i 0- V E-mail: building-dept@coab.us Date routed: [0 /s.3 1 1 9 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: O I1 CG nl\3tA v J Department review required Yes No /Biuilding. Applicant: t S f--i LA(Z, )- orvE FJ /E7:Y—fanning &Zoning--) Tree Administrator Project: �1_,LD Si.k,DG L6. I pryyl, i ur PUbiic Works / lic 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 ( A 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. I 'Not applicable (Circle one.) Comments: Q' r BUILDING �C��Q` i C w lct, 4 el G;�i'� T`pei-i Grud f PLANNING &ZONING Reviewed by: Date: , 0 'ir– 1 (1 TREE ADMIN. Second Review: Approved as revised. ❑Denied. I INot applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: �'' ...,---GIfr Date: 10.2:1 19 FIRE SERVICES Third Review: I !Approved as revised. UDenied. I INot applicable Comments: Reviewed by: Date: Revised 05/19/2017 '---) � � _ � 0.� I\_e_�O f (telv C-1� ;si,vi„,, Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN r. I"' , is City of Atlantic Beach Building Department GRAY IS REQUIRED. + 800 Seminole Rd, Atlantic Beach, FL 32233 `o`). Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES I11,- O?OLl+(- T ❑ Revision to Issued Permit OR 1J Corrections to Comments Date: (U 11941, Project Address: 801 to rcl A- Si-lelt:Jr Contractor/Contact Name: As\n�tckC- v-61.0., e).)1L.oczc i LA-G /01,6, Sm. l - Cf3SC..1 CornneJ”45 Contact Phone: * 9O'+ 6 t 0470 Email: Cay e., pKhlr,-c--Io .S.coy. Description of Proposed Revision/Corrections: 1V RF I s S i�sC c� n k- Re�vLt ka, Jo es CEJ :. • OCT 182019 Building Dn artf1ent I affirm the revision/correction to com s(I iAtI 19P@Odldseec�changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional i creas in bu. di value to original submittal? Ullo ❑*Yes (additional increase in building alue:$ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: c...,---4--4 S (Office Use On y • Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Building arming&Zonin Reviewed By Tree A ministrator (rublicWor1 - ( _ Z1-_ / cl Public Utilities Public Safety Date Fire Services Updated 10/17/18 Revision Request/Correction to Comments **ALL INFORMATION HIGHLIGHTED IN t" City of Atlantic Beach Building Department GRAY IS REQUIRED. kw 0 800 Seminole Rd, Atlantic Beach, FL 32233 •n Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT a: I ❑ Revision to Issued Permit OR V. Corrections to Comments Date: /0/ "7 i j 9 Project Address: $O( °°n►Pr Contractor/Contact Name: F S\'\ ' km¢, LLC, Contact Phone: C9 O`E>Sb>g*`H.,9 v Email: P}Sh(f c - (irrl¢,S .Gore Description of Proposed Revision/Corrections: Loi A INAc�Q CPtiCA.\A- tc s I (' Connel affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • 111 proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: • Will proposed revision/corrections add additional increase in building value to original submittal? %No ❑*yes (additional increase in building val ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: •�`� (Office Use y) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Buildi _ Planning&Zoning Reviewed By ree minlstrator I / Pubttct?tilttles` 1 1 - 1 - I G( Public Safety Date Fire Services Updated 10/17/18 CJ Y Revision Request/Correction to Comments **ALL INFORMATION SHIGHLIGHTED IN A` City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 4 1191.' Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: SSI at -030'1 ❑ Revision to Issued Permit OR Corrections to Comments Date: /Of WI 19 Project Address: OO\ 1J?�jl�. �4C� v t Contractor/Contact Name: �� 10� J 4 lYom- mQ,, (�-p�i2,S f (._,i-�. Contact Phone: 904 41410 (Email: Ciksei e fistoNvr - hisme.6•cCN\ Description of Proposed Revision/Corrections: th t ` sty- Drfct;`� z� ' <J A iacil -Ur' A,Q-1'rrvkt' ICOn� affirm the revision/correction to comments is inclusive of the proposed changes. (print d name) • VIII proposed revision/corrections add additional square footage to original submittal? No ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional i cre.se in •uil.'ng value to original submittal? NNo ❑*Yes (additional increase in buildin alue: ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: 1. J .-1r (Of Use • ) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: `�% -- G// Building / _ Planning&Zoning Reviewed By Tree Administrator Publi _Works ( _ U I Public Utilities - / Cl Public Safety Date Fire Services Updated 10/17/18 AECEIVE! City of Atlantic Beachiii TAPPLICATION NUMBER (-[0.A9'7,4,, Building Department OCT 04 2119 (To be assigned by the Building Department.) 800 Seminole Road ii S i Q _ O� Atlantic Beach, Florida 32233-5445 by. `� l 1 - Phone(904)247-5826- Fax(904)247-5845 l '' E-mail: building-dept@coab.us Date routed: I G ! 31 i 9 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: EO 1 CJ EG c i t A j Department review required Yes No 'ilding::2 Applicant: .� S}--1 LA(Z, ) crv\E tJ LID ming &Zoning j Tree Administrator Project: � .-(..LD S I JOG LE PY\A i L_, /Pabiic Works I)/ clic 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: L 4/Approved. enied. I INot applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed b . ,%'1` Pate: r - r - - ��i� .> TREE ADMIN. Second Review: Approved as revised. Denied. 1 INot applicable PUBLIC WORKS Comments: PUBLIC UTILITIES // J PUBLIC SAFETY Reviewed byc.J.�i l{„Nt Date: /().-).717 FIRE SERVICES Third Review: I 'Approved as revised. I IDenied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 .. go_! Aet on l (t -1,1-40d- le / 9- trey Ao .:--fit i_ X to 4ao - .. 1x 1c z. - --LDS ----- — :blicivk lcift % V. 3,. 3 ' ',44 ,idif hq 4,1e. 1" f 7 . • Vega Sem.-- -� - 7� i t 4 si:(a►l fhlkiire /0 �Z k 1 = I2 ill --- 'ofili5Jitioi /4 Z,Z, V Z = E W. ied %XS 1 - - - - - ---- - (iVi/16444,1-, -.2,1Z g 1 -IV LT11,1;k Affrot, Y 5(3",,K :- ..r i . --62-ta- _DENIED e; 4/514 0 / x / ti' =____ Vda----416tkosk, , •.• II • .. -• • • I • • • . • • • . , • • • PUBLIC WORKS PLAN REVIEW COMMENTS Date: 10-14_ 101 Application#: ` E.$V - 0301-1 Project Address: '50 I Be3Oh i o► 5v 24 CONDITIONS OF APPROVAL TO PRINT ON PERMIT Check Box to Select All concrete driveway aprons must be 5" thick,4000 psi, with fibermesh from edge of pavement Driveway to the property line. Reinforcing rods or mesh are not allowed in the right-of-way. 0 Apron (Commercial driveways-6" thick). Erosion Full erosion control measures must be installed and approved prior to beginning any earth Control disturbing activities. Contact the Inspection Line (247-5814)to request an Erosion and Sediment IV Control Inspection prior to start of construction. Onsite All runoff must remain on-site during construction. Pi Runoff Post Const. If on-site storage is required, a post construction topographic survey documenting proper TOPO construction will be required. All water runoff must go to retention area and retention overflow Survey must run to street. Pool Pool-Wellpoint(if used) must discharge into vegetated area 10' minimum from street or drainage 0 Wellpoint feature (swale, structure or lagoon). Roll off container company must be on City approved list (Advanced Disposal, Realco Recycling, Roll off Shapells, Inc., Republic Services, Donovan Dumpsters, Phillips Containers,JDog/Dennis Junk Container Removal,All American Roll Off, WCA Waste Corporation). Container cannot be placed on City ROW. ROW R,7 Restoration Full right-of-way restoration, including sod, is required. Utility Any utility cuts in the road must be repaired using COJ Standard Detail Case X and must be overlaid 0 Road Cut 10' in each direction from the center of the cut. Repair must be shown on the plans. Construction Provide construction site management plan, including location of silt fence, dumpster, portable 0 Site Mgmt. toilet. Right-of-Way Permit is required if using right-of-way for construction parking. Runoff All runoff must remain on-site. Cannot raise lot elevation. 7 Document Strongly suggest thorough documentation of impervious areas be recorded. 0 Impervious Slab Slab and driveway to be fully removed. 0 Driveway Maximum Maximum driveway width within the City right-of-way is 20'. 0 Driveway Circular Maximum circular driveway width within the City right-of-way is 12'. 0 Driveway Grass Full site to be grassed. 0 TOPO Must provide a topographic (TOPO) survey with water retention for final CO Inspection. Survey Revision Any plan change must be submitted as a Revision to the Building Department. 0 Fencing All old fencing and debris must be removed from job site by Contractor. 0 Removed Decking All old decking and debris must be removed from job site by Contractor. 0 Removed Infra- Any damage done to infrastructure must be repaired by Contractor. 0 structure Revised 2/26/19 PUBLIC WORKS PLAN REVIEW COMMENTS Date: /0 '��/9 Application#: ,,f ! /r_-CO y Project Address: f2/ , 7-011,/Lp� t J / CORRECTION ITEMS Check Box to Select CSMP Provide construction site management plan including location of silt fence, dumpster, portable toilet. ❑ Right-of-Way Permit is required if using right-of-way for construction parking. DPLN Provide drainage plans showing site topography(flow arrows, etc.). 0 ESCP Provide erosion and sediment control plans with installation details. 0 IMPS Provide impervious surface calculations for entire lot(existing and post construction). 0 Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off LDCS if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention Vbd required per Section 24-66(b). REPM A Revocable Encroachment Agreement must be submitted. 0 RMRO All runoff must remain on-site. Cannot raise lot elevation. RWPM A Right-of-Way Permit must be obtained. 0 TSUR Provide a pre-construction topographic survey prepared by a Florida Licensed Professional Land ❑ Surveyor, showing 1' contours. CUT Provide manufacturer cut sheets for 50%credit on Turf Block pavers. 0 DW Maximum driveway width within the City right-of-way is 20' (circular driveway width is 12' maximum). 0 PAV Provide paver installation method (must meet I.C.P.I.). 0 WRA Provide a detailed plan of water retention area and how water runoff gets to water retention V areas and then to street. WR Provide detailed plans showing proposed water retention. 0 SID - . ,_ _ ., .:.....��ar•�-�:..• - a /Abe / ' �l *' '�'`d-"'� 4tide /11`, 7b'`e 50 Documentation shows impervious areas are over the 45%allowed by City code. 0 ti(1 - er /tee fdite4pe-- _14,1in,- L F Revised 2/26/19 Comp. By: SW Date: 10/4/2019 .Z.Uf3 ); E2 14 Public Works Department City of Atlantic Beach Permit No: RES 19-0304 Address: 801 Begonia Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where V=Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area (square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 6,120 ft2 Impervious Area (A) = 2,147 ft2 = 35.1% V= 0.92 x 2,147.0 x 9.3 / 12 V= 1.531 ft3 Provided Storage: Area 1 - Relative Elev. Area Storage Sideslope: :1 (ft) (ft2) (ft3) 50167 BOTTOM size: 9 X 5.5 284 TOB size: X 13.5 Area 2 -Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 32 BOTTOM size: 9 X 3.5 1.0 198 115 TOB size: X 9 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) BOTTOM size: 0 X 0 0 0 TOB size: X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A) = 481.5 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor(pf) = 0.4 default is 0.4 Inground Storage Provided = 385.2 ft3 )ENIED Required Treatment Volume= 1,531 ft3 Supplied Treatment Volume= 666 ft3 Retention W.R.Copy for Sending-Revised 04-16-19 10/4/2019 ALPHA SOUTHEAST October 2, 2019 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 801 Begonia Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 801 Begonia Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. `,�� liuh1,,: ��,•�� o. PErtc�`, ti� ••....... i„. - . No.84559 •• k61 STATE OF : i ',,A, ,A8/0 NW(' 4\e°o Reynold D. Peterson, Sr Project Manager FL P.E. # 84559 Civil Design and Construction Management Professionals 2650 ROSSELLE STREET, Suite 2A Jacksonville FL 32204 Ph: 904-551-4945 City of Atlantic Beach In-Fill Lot Drainage Calculations ADDRESS: 801 Begonia Street DATE: 2-Oct-19 Atlantic Beach,FL The applicant shall be required to provide onsite storage,such that there is no increase in the rate or volume of COAG RULE: SEC 24-66(6) flow to offsite,from every developed or redeveloped parcel,and for any addition or modification that increases the impervious surface area on a developed lot by ten(10)percent or four hundred(400)SF,whichever is smaller and provide documentations and calculations to demonstrate compliance. V=C*A*R/12 V=Volume of storage(ft3) C=Runoff Coefficient(use 0.6 for 50%impervious,use 0.4 for 25%impervious or 0.2 for 0%impervious ) A=Area of the lot(ft2) R=25yr/24hr rainfall depth(9.3 in) PRE-development Lot Area A= 4812 ft2 Imp Area A1= 0 ft2 %IMP= 0 % C= 0.2 R= 9.3 V= C A R 0.2 4812 9.3 /12 PRE V= 746 FT3 POST-development Lot Area A= 4812 ft2 Imp Area A1= 2595 ft2 %IMP= 54 % C= 0.43 R= 9.3 VOLUME PROVIDED SWALE V= C A R Elev(ft) Area(ft2) 0.43 4812 9.3 /12 Top of Storage 13.3 712 POST V= 1604 FT3 Bottom of Storage 12.4 230 ONSITE STORAGE VOLUME REQUIRED= 858 ft3 VOLUME PROVIDED SWALE= 424 ft3 VOLUME PROVIDED IN SOIL TOTAL STORAGE VOLUME PROVIDED= 1130 FT3 AREA 471 FT2 DEPTH TO SHWL 5 FT VOLUME OF SOIL 2355 FT3 POROSITY 0.3 STORAGE PROVIDE SOIL PORE 706.5 FT3 Revision Request/Correction to Comments **ALL INFORMATION �t'_ �.. HIGHLIGHTED IN J °\' City of Atlantic Beach Building Department GRAY IS REQUIRED. ‘-''-riltilk)",.. ' n 800 Seminole Rd, Atlantic Beach, FL 32233 -0;09, Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: eE-c,\ck- O?o4 ❑ Revision to Issued Permit OR .4 Corrections to Comments Date: (U I i S i,.1, Project Address: 8)0 I pnfR- SIN(eJL,A- Contractor/Contact Name: k\&p,k- 0300,2. e-J,J\L_oc.es , LL G / 1 4(ki, stnlA.e,.-+ fr 69S-el Conae- Contact Phone: > 90+ 5grt q`490 Email: C1AcV\`n-f--Homes, coa\ Description of Proposed Revision/Corrections: rN; j) rcr- Lo L,„r\i E L,. . Sic1 1g c-A `°n 0V (43\1A Ioc\ N ooe- O CT 1 8 2019 Building DePsr#nfeft I affirm the revision/correction to comedt's(f i �c(t b e changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? j to ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional i creas in bu. di value to original submittal? fVo ❑*Yes (additional increase in building alue: $ ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: 017 c.`...-e-J (Office Use Ont, ❑ Approved L(d Denied H Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments _ %_ i,_. „_ A/7 i ...1 s„ ,_ _, ,, • -_, , • cree4 por ire-66` x- -41evekl.e r Jae (cree dyfiedr.�r ,211 Department Review Required: /7 �Buildin 4 w, n �/%!U d1',GQ�ri(��--`� tanning&ZoninD 1_¢' Reviewe y Tree Administrator 4' OCT 2 Public Works 2 2019 Public Utilities Ly. 6 .%?.. ./ fr- Public Safety - Date Fire Services Updated 10/17/18 i d ' ,F. \� Permit Reviews \ 4.9-"i City of Atlantic Beach Permit Number: RES19-0304 Description:NEW RESIDENCE Applied:10/3/2019 Approved: Site Address:801 BEGONIA ST Issued: Finaled: City,State Zip Code:Atlantic Beach, Fl 32233 Status: RECEIVED Applicant:<NONE> Parent Permit: Owner:BEATY MARVIN M Parent Project: Contractor:<NONE> Details: LIST OF REVIEWS SENT DATE RETURNED DUE DATE TYPE CONTACT STATUS REMARKS DATE Review Group:AUTO 10/3/2019 10/3/2019 SUBMITTAL Permit Tech APPROVED COMPLETENESS Notes: 10/3/2019 10/8/2019 10/17/2019 BUILDING Building DENIED Notes: C9r-rection Comments: %.e.A second set of Product Approval Information Sheets needs to be submitted.The set that was submitted and the new one to be submitted both need to be signed by the contractor on the last page in order to be approved at plan review. %.,Plea submit the Installation instructions and Evaluation Report for the James Hardie Building Products assigned to FLU 13192.2. ase submit the Installation instructions and Evaluation Report for the Royal Vinyl Soffit Products assigned to FLU 13139.1. ti .Requesting that the entry door size to the master bedroom bathroom facilities be increased to at least to 2.8x6.8 to be in compliant with Section R320 ACCESSIBILITY,R320.1.1.This would also include the door for entry into the water closet of the master suite bathroom.Revise drawing accordingly to show this change.Submit 2 copies of this page. 10/3/2019 10/7/2019 10/17/2019 PUBLIC UTILITIES Public Utilities APPROVED W/CONDITIONS Notes: 10/3/2019 10/7/2019 10/17/2019 PUBLIC WORKS Public Works DENIED Received&Reviewed 10/4/19 Notes: Section 24-66(b)of the Land Development Regulations requires on-site storage for increased run-off if adding 250 SF or more impervious surface. Provide Delta volume calculations and on-site retention required per Section 24-66(b). Provide a detailed plan of water retention area and how water runoff gets to water retention areas and then to street. Water retention must be 10 feet or more from house structure. Only half of the required water retention is shown on submitted plans. See Conditions of Approval that will be printed on Permit. Printed:Wednesday,09 October,2019 1 of 2 i t ,T S " �1 . Permit Reviews �r5 City of Atlantic Beach 10/3/2019 10/8/2019 10/17/2019 ZONING Zoning DENIED Notes: Mechanical Equipment:A/C and similar equipment must be at least 5 feet from property lines.Please revise accordingly. Height:Overall height is measured from grade.Please show the overall height of the house as measured from grade,not FFE. /4 Printed:Wednesday,09 October, 2019 2 of 2 TRW' ALPHA SOUTHEAST October 15, 2019 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 801 Begonia Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 801 Begonia Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. \\�ti1►4 �� ;� \\\ 0 D. P67.. '•°� 0\-°........o `, IdN c ' No. . * 5:5:5S. STATE OF / I0 ` . u/QNA\.- Reynold D. Peterson, Sr Project Manager FL P.E. #84559 Civil Design and Construction Management Professionals 2650 ROSSELLE STREET,Suite 2A Jacksonville FL 32204 Ph:904-551-4945 City of Atlantic Beach In-Fill Lot Drainage Calculations ADDRESS: 801 Begonia Street DATE: 15-Oct-19 Atlantic Beach,FL The applicant shall be required to provide onsite storage,such that there is no increase in the rate or volume of cone Rine: flow to offsite,from every developed or redeveloped parcel,and for any addition or modification that increases the SEC 14-66(b) impervious surface area on a developed lot by ten(10)percent or four hundred(400)SF,whichever is smaller and provide documentations and calculations to demonstrate compliance. V=C*A*R/12 V=Volume of storage(ft3) C=Runoff Coefficient(use 0.6 for 50%impervious,use 0.4 for 25%impervious or 0.2 for 0%impervious ) A=Area of the lot(ft2) R=25yr/24hr rainfall depth(9.3 in) PRE-development Lot Area A= 6120 ft2 Imp Area Ai= 1552 ft2 %IMP= 25 % C= 0.4 R= 9.3 V= C A R 0.4 6120 9.3 /12 PRE V= 1897 FT3 POST-development Lot Area A= 6120 ft2 Imp Area Ai= 2142 ft2 %IMP= 35 % C= 0.48 R= 9.3 VOLUME PROVIDED SWALE V= C A R Elev(ft) Area(ft21 0.48 6120 9.3 /12 Top of Storage 6 543 POST V= 2277 FT3 Bottom of Storage 5.2 191 ONSITE STORAGE VOLUME REQUIRED= 379 ft3 VOLUME PROVIDED SWALE= 294 ft3 VOLUME PROVIDED IN SOIL TOTA'VSTORAGE VOLUME PROVIDED a 408 F73 AREA 191 FT2 DEPTH TO SHWL 2 FT VOLUME OF SOIL 382 FT3 POROSITY 0.3 STORAGE PROVIDE SOIL PORE 114.6 FT3 THE LAND SHOWN HEREON IS IN THE SPECIAL FL000 HAZARD ZONE"X-SHADED"AS SHOWN A ON FLOOD INSURANCE RATE MAP 0406 J FOR DUVAL COUNTY,FLORIDA.F.I.R,M INDEX DATE 11-02-18 ALL AMERICAN SURVEYORS OF FLORIDA, INC. y Lr0 swK1n6-MAO PAP POOP PLACE AXE r,-JI060MIG NEW.1ffi,-••1/,n.- -LOW.IND MOPE=A¢MA DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN TREE LEGEND w MAP SHOWING BOUNDARY, TOPOGRAPHIC AND TREE SURVEY WITH PLOT PLAN OF 5 40' LOT 3& N 20' LOT 4 BEAtt RESIDENCE ID PM © 10"PALM SOUTH 40' OF LOT 3 & THE NORTH 20' OF LOT 4, BLOCK 145 AS SHOWN ON THE MAP OF y a h LOT SIZE 6,120± SO. FT. DRIVEWAY TO R/W 80± SO. FT. 10 WO © 10"WATER OAK ATLANTIC BEACH SECTION 71_ ui S SI ENTRY WALK (AGGREGATE) 72± SO. FT. B B B 10 CT G 10"CITRUS CONCRETE AC PAD 9± SQ. FT. 2 8 w Y z CONCRETE ENTRY& PATIO 74± SO. FT. -I O SCREEN ENCLOSURE 81.0± SO. FT. �'a DENOTES FOUND 1/2' RIGHT-OF-WAY LENGTH 60.00 FT. 0 IRON PIPE NO I.D. TOTAL BUILDING COVERAGE 1.908± SQ. FT. 32% UNLESS OTHERWISE NOTED it411 ��'1,�4�]�+ yTOTAL IMPERVIOUS COVERAGE 2.1423 SO. FT. 357. CLA-DENOTES CENTERLINE ASPHALT-DENOTES 1Y WOOD POWER POLE Si Si Wu- DENOTES WATER METER ,tzL, 10000p RETENTION AREA 2 o q z1 O °_: J 2• d DOWN SPOUT o®.0 a O; Z-o= AFT EARTHEN WEIR L: z • O EL 5.8 5.7-•,. (TYP.) oz.00'/2 -1 GUTTER og': Fn.�:�o=a REMAINDER OF LOT o FENCE Lk p5K FECE N89'02'00,.E / .00' o.,w1� �z6 Op®pb®111 I{�APa�aaa -d- d,.,_ V `(6'9) .,,,.4" o N ,,N E DRAINAGE NOTES: 5.6 5'B.R.L �,- B^e 7.8) < 1. THE COVERED PORCH AND STOOP SHALL BE w i I I 2 .40-- _ ,T.E.: 1 "- W SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE LJ a n.0' o L.-o -x i 7 I -�.2- I Iry ,no' ( ,' CONNECTION POINT OF THE PORCH AND STOOP,THE F N o - c^TT 1rtr,� I I b m TYPICAL ELEVATION DROP SHALL BE 4 INCHES. co ~ o w w _ ` o -: --- =•' - PROPOSED 6.0' 2'� 2BEATY . GROUND ELEV. AT FOUNDATION SHALL BE MIN. 61N cc -1 g I z D-4 uD' N ry v RESIDENCE wood o- BELOW F.F.'ECFV. co & - cu\ I RESIDENCE �(e7) f STEPS: =m w cs 1(5,.)� �. W=45.00'l 4`.+- 2.3' Q w g® m" �I i D=52.40, tom (J_6 w./2.9 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND p22 z 9 F.F.E.=B,4 - - - {_, DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS = Q 8o o r ff,3- .,..7.f:.- - r - PLACED AT PROPERTY LINE. co c3 BENCHMARK: PROP, f .B.D. 5.1 b o = w SET NAIL&DISK so\ ;; ` N >I p co F- LB 3857 ro o 4` N cy l o I x a. I DRAINAGE LEGEND ELEVATION:(5.28) "Co, O iy �P .2 -- O o 00.0 00.0 J\ E= 26'°I• 37.0' pu z O m FENCE 4-''.-- PRE-FLOW ARROW f PROPOSED SPOT EL. I ELEVATIONS SHOWN HEREON REFER a9'w • TO Naw OF 1988 3-6. • - aM z7�-----s�(--�--- 7.Sh7.4 �� POST-FLOW ARROW X TO BE REMOVED 5.39,„. r CE S89.02'00"W 102.OD"`FENCE� �,_R„ 5.6)/ FENCE WOOD a ENC') /7.0 0.3'S W , .3,:, - (D0.0) EXIST. SPOT EL. -•- REVISIONS o.1'N iPROPOSED SHALLOW 5.4 7''''''' . Ir-i.°61-Y & s.GV (32.4') 6'W000 FENCE zozo J 0 TREE PROTECTION. SWALE 1 AFT EARTHEN WEIR (3zi) - EL. 5.8 6" PVC PIPE _ SOCK DRAIN PIPE WITH RETENTION AREA 1- LOTE4aBLOCK 145 CRITICAL ELEVATION P0POP-UP EMITTER 3,060 SO.FT. GRAPHIC SCALE 6 n01 W:10/15/.P9 001111 BE 1E P, 20 0 10 20 40 BO Dlgp40 BP NOP 0 11 OCOCC°PP 90P ME WALE AS WPM ATB NO.: 11901°0 3 ( IN FEET ) SHEET NO. 6 1 inch = 20 ft. C_1 C • r-.......... THE LAND SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE-0-SHADED-AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 J FOR DWAL COUNTY,FLORIDA.FIRM INDEX DATE 11-02-1B F B Hn DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN w o n S 40' LOT 3 & N 20' LOT 4 BEAN RESIDENCE 1r, Y LOT SIZE 6.1203 S0. FT. 5 vi' J DRIVEWAY TO R/W 80± SO. FT. J g N ENTRY WALK (AGGREGATE) 723 50. R, o o Iii a CONCRETE AC PAD 93 S0. R. 0?_ CONCRETE ENTRY&PATIO 74± SO. R. a SCREEN ENCLOSURE 81.6± SO. R. � RIGHT-OF-WAY LENGTH 60.00 FT. TOTAL BUILDING COVERAGE 1.9083 S0. R. 328 it:tron TOTAL IMPERVIOUS COVERAGE 2.1423 SO. FT. 358 \'_ . l2._ %(41;.'i A Z�. p p.CO �a a 102.00' =".*0 s < C);O g o REMNNOER OF LOT 3 6'W000 FENCE 7.0 c MD e 0 o 6 1.;!,..\. .4BLOCK 145 (75.8') FENCE ? FNAIL di ND D1 B:O •* p 0.A S. • 0 FENC0.2 NE (1,020 S0.FT) 0.1'N OD p NW2.00"E / - 2.00', 1�` FENCE B ao849417880211112t&- , 3p444 �J J..3 -"(6.9) �� .14,- FEN DRAINAGE NOTES: 15.8 ,-, 5'8.R.L. TO i- } II.mo.I64, r �t o 500 ``(7.8)� W 1. THE COVERED PORCH AND STOOP SHALL BE 2 SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE 1 o o.o' 06i I" o8 , CONNECTION POINT OF THE PORCH AND STOOP,THE t F- 4 1 �� (n Q - o M ' E IA I i Q TYPICAL ELEVATION DROP SHALL BE 4 INCHES. w Z 3 0 A� • Q i o RPRP OPOSED ' PROPOSED Alr I 0.o' I 2 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 6IN w o g Z 0 5.4 m 1B•GRAVEL BEAN BELOW F.F. ELEV. S 5.41 0 WOW 0 • I O. o C,:IVEWAY RESIDENCEa ® wt�O CUl �5.6) x(6.7) sit+, v o w=as.DD'/ I111111- 2.3' a w cc 1 Co - W=450 r 3 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND Zoe Z 9 0 I a Lm 3 - - o. _ I _ °�° DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS C07 LL I o - - - ToTT ^_gm� r CO PLACED AT PROPERTY LINE. CO g z RJ . BDJCHMARK' \ y PROP ". o Y 60' S.1, o = O OI o LB 3657 &DISK 4.40. ly z1 COVERED CONC. I ..H '=4 io a ,i • O °D u) 0 ELEvanoN:(5.28) °D�.°9 ENTRY F/ ^\ N¢ DRAINAGE LEGEND - a W i ,\ p 26.4' L 37.0' E4< §4, 'mow' FENCE 4',-- PRE-FLOW ARROW /p�p.o �`�PROPOSED SPOT EL ELEVATIONS SHOWN HEREON REFER 9'\ �' 5' D.9 W Y TO NAVD OF 1988 ? c^ '-'-'.-7- "' ,C,+1 c' 7.5�7,a 539 �r +--�� ter- �� POST-FLOW ARROW X TO BE REMOVED .39 5.6y FENCE L]'02 00 W 102.00 NCE C”,e„ ' 0.1 FENCEoN o.}s `" 0z 51 •8 (00.0) EXIST. SPOT EL. -.- PROPOSED SHALLOW 70 5.4 561 4 WOW FENCE4') l 6'WOW FENCE 7' < O SWALE Nsor,x REVISIONS REMAINDER OF (324') %o OJ�' - - LOT 4 BLOCK 14s �%. TREE PROTECTION 3,060 SO.Fr. SOCK DRAIN PIPE WITH CRITICAL ELEVATION ?OP POP-UP EMITTER I GRAPHIC SCALE 4. tpD1 NAL 10/16/2019 20 0 10 20 40 80 CEyp�'IT.- re I; ` 11111, 11111, 1111111111111111. OIEOID BY: 8 AME: ''17.';.. S MDR.' A!ND. D1Ym.m ,21 FE )ft SHEET NO. 1 inch 20 C-2 l\ _ t� Revision Request/Correction to Comments **ALL INFORMATION City of Atlantic Beach Building Department GRAY IS REQUIRED. (---___A:111-/ ? 800 Seminole Rd, Atlantic Beach, FL 32233 1 Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#H:IGHLIGHTED IN CS l (J Lf El Revision to Issued Permit OR gl Corrections to Comments Date: /c.)/2,-7/19 Project Address: $0( b.goniPv. Si"ce.g.'t" Contractor/Contact Name: ASel rt" lyv2, %c_43 .` r LLC, Contact Phone: el 0ti 58g`I'411 U Email: ( �, ASh(Rc — f. r 5 •,Goin, 1 Description of Proposed Revision/Corrections: Lo- N19-listo C'AiCVAA'ftcXIA I C ' 'COnAt affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • ill proposed revision/corrections add additional square footage to original submittal? J No ❑ Yes (additional s.f. to be added: ) • Will proposed revision/corrections add additional increase in building value to original submittal? fANo ❑*yes (additional increase in building val - ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: i v�-_-' A (Office Use tally) CI Approved 111 Denied [�Not Applicable to Department Permit Fee Due $ Revision/Plan Review Comments r Department Review Required: Building______ __—_____ _},‘ .._ _.--• -- .r C Planning&Zoning --,$— F Reviewed y ree ministrator c or s.u1241111-c-trti OCT 29 2019 /7_ , Public Safety Daae r Fire Services Updated10/17/18 ALPHA SOUTHEAST October 28, 2019 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 801 Begonia Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 801 Begonia Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. ,.`` O. P E t�'f/i< tto C: No.84559 L ;I- 0 =- * I `- • STATE OF •. �(U< ,••..• '..,, O N A \`\\ Reynold D. Peterson, Sr Project Manager FL P.E. # 84559 Civil Design and Construction Management Professionals 2650 ROSSELLE STREET. Suite 2A Jacksonville FL 32204 Ph: 904-551-4945 DEVELOPED BY - `r Comp. By: Reynold Peterson, P.E. 5, - .w Date: 10/28/2019 .,7 — Company: ALPHA SOUTHEAST,INC Public Works Department City of Atlantic Beach Permit No: Address: 801 BEGONIA AVE Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning,Subdivsion,and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C=Runoff Coefficient.0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A=Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 6,120 ft2 Impervious Area(A) = 2,142 ft2 = 35.0% V= 0.92 x 2,142.0 x 9.3 I 12 V= 1,527 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 3 :1 (ft) (ft2) (ft3) 5.0 192 313 BOTTOM size: 27.4 X 7 6.0 434 TOB size: 33.4 X 13 Area 2-Relative Elev. Area Storage (ft) (ft) (ft) 6.4 394 549 BOTTOM size: 34 X 11.6 7.4 704 TOB size: 40 X 17.6 Area 3-Relative Elev. Area Storage (ft) (ft2) (ft) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 1138.2 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 910.6 ft3 Required Treatment Volume= 1,527 ft3 Supplied Treatment Volume= 1,773 ft3 Retention COAG STORAGE CALCS_801 Begonia Street 10/28/2019 1 THE LANG SHOWN HEREON IS IN THE SPECIAL ROOD HAZARD ZONE"X-SHADED'AS SHOWN FLOOD INSURANCE RATE MAP 0408.1 FOR DUVAL COUNTY,FLORIDA EI.R.M INDEX DATE 11-02-1e ALL AMERICAN SURVEYORS OF FLORIDA, INC. a] WO MISE101i-JAI SW JOSE PEAR LIT IS-AIRSXMIL ROMA]2.117-004/2711-02r-Lm®LW■SC AR JOA (0 Iti DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN TREE LEGEND S MAP SHOWING BOUNDARY, TOPOGRAPHIC AND TREE SURVEY 117TH PLOT PLAN OF Fo� I 40'LOTS& N 20' LOT 4 BEAN RESIDENCE 10 PM G 10•PAW SOUTH 40' OF LOT 3 & THE NORTH 20' OF LOT 4, BLOCK 145 AS SHOWN ON THE MAP OF I LOT SIZE 6,1206 SO. FT. rn LL DRIVEWAY TO R/W 80± 50. FT 10 w0 © 10'WATER 0AK ATLANTIC BEACH SECTION ?I" w ENTRY WALK (AGGREGATE) 726 SO. FT. 0 i Li CONCRETE AC PAD 96 SO. FT. 10 CT ® 10'CITRUS 2 W Y po2 CONCRETE ENTRY& PATIO 746 SO. PALMlib R Y a. SCREEN ENCLOSURE 81.06 SO. FT. DENOTES FOUND 1/2' RIGHT-OF-WAY LENGTH 60.00 FT. O IRON PIPE NO I.D. TOTAL BUILDING COVERAGE 1.9086 SO. FT 32% UNLESS OTHERWISE NOTED 1`��..+.CCCC�....... CL•A-DENOTES CENTERLINE ASPHALT `i 9 TOTAL IMPERVIOUS COVERAGE 2.1426 SO. FT. 356 '44...........)......� .�:, 34G DENOTES !2'WOOD POWER POLE oo WM- DENOTES WATER METER \ �IZ (y w e®0e®al ,1.4_ea,epos_ o •Z.• LL`. W eL (N;y 6"PVC YARD DRAIN a;Z o o'; _1 UF, TOP 7.2 e 'w W . : deo DOWN SPOUT o D: < o• Z=0 2 57-, (TYP.) 12.00' GUTTER o pj••.) ± J2`4\''• o REEWNOE'OF LOT 3 6'w00D FENCE 7'� N,ENFTION AREA 2 00 0•••, '' o' �� CLA'\5.A8� p FEZNE -(102,SO.FT (75.9'i� ONCE .� �`NO I.D ��*6'081 ��• .�'S��p''e \I5.43 102.00 6.1W - za o0 oB p IPYa�'000 189.02 o0 0 4 - ,..6.,y_ n ,;`;,7,-77- �' uc DRAINAGE NOTES: 5.6)/b �" 5'B.R.L. " '.. . 1 k 6 CT r - I�._ 7.e> 1. THE COVERED PORCH AND STOOP SHALL BE LI> 4r 26.4' I •:-'S B. ^- e SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE W a 47.0' o 11:, o" 3 Po8 e CONNECTION POINT OF THE PORCH AND STOOP,THE 10. '• 17.61• o m i TYPICAL ELEVATION DROP SHALL BE 4 INCHES. co g (no I O o { I O r Q � o'--, y- " ��D BEATY I BO Z' 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 61N cc - g i ZO 5.41 5.45 0 s' :. RESIDENCE 6.71 E s rs up BELOW F.F. ELEV. m a w a Wv cLA\ I - W=45.00' ;� i- 111111- <of m i 4 D=52.40' 0 (7_ 2'3 X7.9 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND OI`O < r a -F.F.E=!}4 ' Co DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS (� I a o •L j o• �[ r' Deo PLACED AT PROPERTY LINE. m g o aq BENCHMARK. �� ^ g", 5.1. 40 + SEI NAIL&DISK 4(1,N Z `` ;,: ,<= 9z O co �, LB 3857 �. •,'c.�.C. o I g EIEVATION:(5.28) �°Ow 9 1p . o o N�' DRAINAGE LEGEND 00.0 < d ,y\ •"W• ' 37,0' k _20 03 Wy I FENCE 4- PRE-FLOW ARROW PROPOSED SPOT EL. { ELEVATIONS SHOWN HEREON REFER •a In ' o b 0.9'w £ TO NAVD of 1988 _R�'" _4711_= 7.52,14 4^- POST-FLOW ARROW X TO BE REMOVED 5.39 5.6 ' FENCE NCE S89 02'00 W 102.00`FENCEU' O+_ CLA\ N • iN o.3's o.z _._ PROPOSED SHALLOW 5.44 19 4' '••4 FENCE 1' 7.s .'= (00.0) EXIST. SPOT ELREVISIONS i O (32.4) 6'WOOD FENCE o•-x SWALE 4FT EARTHEN WEIR o 13241 8oS� O TREE PROTECTION EL. 5.8 6" PVC PIPE SOCK DRAIN PIPE WITH I RETENTION AREA 1- DRE44 NDERBLOCOF145 CRITICAL ELEVATION p0� POP-UP EMITTER 3,060 SO.FT. GRAPHIC SCALE „D 1,51V2619 AL R 20 0 10 20 40 80 COW BE nn R N ,0 Ift KW oIm®e • SCALE IS 03 M m MO: nawm. 3 ( IN FEET ) SHEET NO. Q 1 inch = 20 ft. (�-�( E lr I I THE LAND SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE-X-SHADED'AS SHOWN 4 ON FLOOD INSURANCE RATE MAP 0408 J FOR DUVAL COUNTY.FLORIDA.FARM INDEX DATE 11-02-18 H y DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN w S 40' LOT 3&N 20' LOT 4 BEATY RESIDENCE rii o Y LOT SIZE 6.120± S0. FT. ,±:r.... DRIVEWAY TO RAY 60± SO. FT. N Z m ENTRY WALK (AGGREGATE) 72± SO. FT. O O iCONCRETE AC PAD 9± S0. FT. $u p CONCRETE ENTRY&PATIO 742 SO. FT. t A 4& SCREEN ENCLOSURE 81.0± SO. FT. RIGHT-OF-WAY LENGTH 60.00 FT. �F, TOTAL BUILDING COVERAGE 1.908± SO. FT. 328 \°1 1.f TOTAL IMPERVIOUS COVERAGE 2.142* SO. FT. 35% k` U Z E. 4'0 Qg0,I.:T.. .-...-•- o000 :14.1". �_b2.yo 4 i 0' J 3 O adz C'•w p < g Z o0 •. Z (p a'ofW 5.7ti 102 00 ' .• 4i:y Q a REMAINDER OF LOT 3 6 WOOD FENCE 7.8` END oo Q+:•.• sl 5.43 07 N89'02'00"E °E2 NE (1 020 SO Fr) 102.00�7s.e)� FENCE $ `�B`.o w DRAINAGE NOTES: o�*04,4„'ki-3 ? ®oe°'�a cj5=�` As— AS - j71,--J--A—' ,CTO . rFENCE 1. THE COVERED PORCH AND STOOP SHALL BE IS.B)/ G.GT �s s'BRL m _ 75) < SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE i ,o> ,. CONNECTION POINT OF THE PORCH AND STOOP,THE hi.i ado I �..I26.4' 41.0. Nom o� TYPICAL ELEVATION DROP SHALL BE 4 INCHES. r 1 I� OKoi d N of' T I ( 6 eD % o m $ 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 6IN 1_ cc Z Q oI �I M PROPOSED r B0 2. BELOW F.F. ELEV. w o ga O PROPOSED 111 O3 — J ,8"GRAVEL BEATY I WOOD o- j., — \5.4 O ' I RIVE , RESIDENCE 6.7 /( ) 7) STEPS L- p I 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND a o_w m �; D=52Ao' 00' I Min- (74 2 w Sze ce DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS z o c — —F.F E_ — I ao PLACED AT PROPERTY LINE. 0-0 GO = CO _ � • -I'_� lOi J ped_ LU cc Z o — t- Tmi ��$K� SF a0 00 Z I JjEMCHMARK: $ PROPosE. v° e.D' S.1b 0 N r SET MIL&DISK ro o ' r ,.9.•,-.7_, .z$. DRAINAGE LEGEND M `�� Z I COKRFD :}g O 00,0 00.0 CO U7 O 'At LB 3857 ..°01,.,- n PM co"c. I ,1 o x to PROPOSED SPOT EL. a cC I ELEVATION:(5.28) ( n o� o o PRE-FLOW ARROW ENR 1 r w ,{\ D 26.4 azo' � z o m W FENCE �-- POST-FLOW ARROW X TO BE REMOVED 1 ELEVATIONS SHOWN HEREON REFER m'\ —"'' 'S 8WL H, I COW TO NAVD OF 1988 R r..-��"'-�--SF —SE�'''� _— .- 7.s�,.. _ _ PROPOSED SHALLOW 5.38 5.6)t FENCE S89.02'00"W 102.00' NCE°' rn Fc„ (Oo.o; EXIST. SPOT EL. SWALE CLA\ 0.1'N 0.4N 0.3'5 U 0.2' a Lo Z"' 4'WOOD FENCE 27.0 57 `8.+- C� TREE PROTECTION REVISIONS R 5.4 5 (32.4') &W000 FENCE 7* nq•-x J 324) 0L3 — — SOCK DRAIN PIPE WITH REMAINDEROF ( � zJm p0 POP-UP EMITTER l01 4 BLOCK 145 CRITICAL ELEVATION 3,060 50.FT. —,.—SILT FENCE Yd GRAPHIC SCALE J 6 not oar I8/18/2014 gym: KG 20 ,020 40 80 MOO.R IDP L.=m: a �M .MRD. ANO ,110", Z ( IN FEET ) SHEET NO 1 inch = 20 ft. /"+_2 N ..._s LL ION . _J� Revision Request/Correction to Comments **HIGHLIG TED IN rt �.r HIGHLIGHTED IN `:' City of Atlantic Beach Building Department GRAY IS REQUIRED. 800 Seminole Rd, Atlantic Beach, FL 32233 -on sfr Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: KESI cI - U-1 ❑ Revision to Issued Permit OR Corrections to Comments Date: /Of o f lc( Project Address: Sol etodier Sk<'. ' Contractor/Contact Name: 1 'ie. iiYYIkiel J kye.f' Nov., w4IDrteS, L.L-C. Contact Phone: %Li 6* Iwo Email: ColeAl v AShlew- - mzmeA Description of Proposed Revision/Corrections: Sike, DCA.tita, — %wiry\ Sea# ALE-446, -411-14-rmkrk- - - I (,�Oiru�cr affirm the revision/correction to comments is inclusive of the proposed changes. (print d name) • \(Vill proposed revision/corrections add additional square footage to original submittal? o ❑ Yes (additional s.f.to be added: ) • Will proposed revision/corrections add additional i' •se in . .'ng value to original submittal? NNo ❑*Yes (additional increase in buildin: alue: ` ) (Contractor must sign if increase in valuation) *Signature of Contractor/Agent: Q 7 w (0 Use • ) 4proved CI Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Department Review Required: Building -- Z, Planning&Zoning ` i Reviewed y ( `Tree—Administrator Public Works- • OCT 3 1 2019 ' /7—\r ,�/Public Utilities !/ Public Safety —_-- ---. `'.� / Date Fire Services Updated 10/17/18 ALMA SOUTHEAST October 28, 2019 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 801 Begonia Street Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 801 Begonia Street in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. �`�,,�� \` p D. 44/ Q CZ'; No.84559 ,'• k * , STATE OF 1 /0 1? C O�'•.,c •,• 44/ '"/,S/ONAL SNC`,`. Reynold D. Peterson, Sr Project Manager FL P E # 84559 Civil Design and Construction Management Professionals 2650 ROSSELLE STREET,Suite 2A Jacksonville FL 32204 Ph: 904-551-4945 • • DEVELOPED EY: rSt ,fit%i. pis Comp. By: Reynold Peterson, P.E. ,� Date: 10/28/2019 • ,`j., t� Company: ALPHA SOUTHEAST, INC ,JF33� Public Works Department City of Atlantic Beach Permit No: Address: 801 BEGONIA AVE Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning,Subdivsion,and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C= Runoff Coefficient,0.92, the difference between impervious area(C=1.0) and undeveloped conditions(C=0 08). A=Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 6,120 ft2 Impervious Area(A) = 2,142 ft2 = 35.0% V= 0.92 x 2,142.0 x 9.3 I 12 V= 1,527 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 3 :1 (ft) (ft) (ft3) 5.0 192 313 BOTTOM size: 27.4 X 7 6.0 434 TOB size: 33.4 X 13 Area 2-Relative Elev. Area Storage (ft) (ft2) (ft3) 6.4 394 549 BOTTOM size: 34 X 11.6 7.4 704 TOB size: 40 X 17.6 Area 3-Relative Elev. Area Storage (ft) (ft2) (ft) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 1138.2 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 910.6 ft3 Required Treatment Volume= 1,527 ft3 Supplied Treatment Volume= 1,773 ft3 Retention COAB_STORAGE CALCS_801 Begonia Street 10/28/2019 ECEIVE! rt,r:Ly;..., City of Atlantic Beach APPLICATION NUMBER Building Department OCT 04116 (To be assigned by the Building Department.) 800 Seminole Road 11 (�- S l a _ O /f pi s Atlantic Beach,Florida 32233-5445 L{Y:_ l� l ''( Phone(904)247-5826• Fax(904)247-5$45 A o;ito- E-mail: building-dept@coab.us Date routed: 10 1 19 City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM v ` I. E.GDepartment review required Yes No CT Property Address: � nN l .� ��1 p 4 ��uilding i Applicant: 51--1 LA 2 Hofy\E 8 L, 'fining &Zoning—7) ��, 11 _ Tree Administrator Project: t V��J �\ (nJG LE- F A-Ail 1 L...7 Public Works—_ __ clic 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 /\ 1 Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: PHpproved. enied. ❑Not applicable (Circle one.) Comments: BUILDING / PLANNING &ZONING Reviewed b • ate: - -42 -6Lf__-- TREE ADMIN. Second Review: Approved as revised. ❑Denied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES , PUBLIC SAFETY Reviewed • Date: -e' FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 r*,t;, Comp. By: SW Date: 11/5/2019 REVISED r Public Works Department City of Atlantic Beach APPROVED Permit No: RES 19-0304 Address: 801 Begonia Street Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored (cubic feet) C= Runoff Coefficient, 0.92,the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth(9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 6,120 ft2 Impervious Area(A) = 2,142 ft2 = 35.0% V= 0.92 x 2,142.0 x 9.3 / 12 V= 1,527 ft3 Provided Storage: Area 1 -Relative Elev. Area Storage Sideslope: 3 :1 (ft) (ft) (ft3) 0.0 192 BOTTOM size: 27.4 X 7 1.0 434 313 TOB size: 33.4 X 13 Area 2-Relative Elev. Area Storage (ft) (ft2) (ft3) 0.0 394 BOTTOM size: 34 X 11.6 1.0 704 549 TOB size: 40 X 17.6 Area 3-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 00 BOTTOM size: 0 X 0 0.0 0 TOB size: 0 X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 1138.2 ft2 Depth to ESHWT from BOTTOM(d)= 2.0 ft,default is 2.0 ft,verify onsite ESHWT Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 910.6 ft3 Required Treatment Volume= 1,527 ft3 Supplied Treatment Volume= 1,773 ft3 Retention W.R.Copy for Sending-Revised 04-16-19 11/5/2019 �Sy�,��;�, City of Atlantic Beach APPLICATION NUMBER Id �` Building Department (To be assigned by the Building Department.) _ 800 Seminole Road _ C� H .• Atlantic Beach, Florida 32233-5445 ` ' ESI 1 - 0301 \ ' Phone(904)247-5826 • Fax(904)247-5845 /s.B ji 9 AI DA e%- E-mail: building-dept@coab.us Date routed: City web-site: http://www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: � I 6J C G c l l A S-- Department review required Yes No ,B—Uildin1_ Applicant: A 5 H LA(Z, HOM 6 8L Planning &Zoning j Tree Administrator Project: -(.-LD S l JOG LE F P Y\f I Ly �PU61ic Works__) u lic Utilities Public Safety Fire Services ) Review fee $ 55'40, CO 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: APPL TION STATUS Reviewing Department First Review: I Approved. Denied. I INot applicable (Circle one.) Comments: BUILDING PLANNING &ZONING Reviewed by: y Date: /O—7--/3 TREE ADMIN. Second Review: Approved as revised. nDenied. ❑Not applicable PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. ❑Not applicable Comments: Reviewed by: Date: Revised 05/19/2017 fCity of Atlantic Beach i'.. ;tI PUBLIC UTILITIES DEPARTMENT ,. ') 902 Assisi Lane �� Jacksonville, FL 32233 ;+ i� (904) 247-5834 NEW WATER /SEWER TAP REQUEST Date /0 t'7- / 9 Service Address 90/ Ee-c.30 pi Sr Number of Units / Commercial Residential Multi-Family New Water Tap(s) & Meter(s) Meter Size(s) ��9' '' New Irrigation Meter Upgrade Existing Meter from to (size) New Reclaim Water Meter Size New Connection to City Sewer Applicant Name Billing Address City State Zip Phone Email Applicant Signature CITY STAFF USE ONLY Application # /ZEA /q - 3a �- Zi j 1, ,y,C Water System Development Charge $ Sewer System Development Charge $ Water Meter Only $ Reclaim Meter Only $ Water Meter Tap $ Sewer Tap $ Cross Connection $ , O() Other $ TOTAL 5 O (Notes) APPROVED ___ Date /0— 7—/5- Public�kftilities Director or Authorized Signature ALL TAP REQUESTS MUST BE APPROVED BY THE PUBLIC UTILITIES DEPARTMENT BEFORE FEES CAN BE ASSESSED PUBLIC UTILITIES PLAN REVIEW COMMENTS Date: Application#: }2.:e S 1 9 - 03 0 ci Project Address: Z 0 1 `- e 0 V\ CA Check Box APPLICATION TRACKING COMMENTS cheap to Add Box to Comment Print Underground Avoid damage to underground water and sewer utilities. Verify vertical and ' 7 Water Sewer horizontal location of utilities. Hand dig if necessary. If field coordination Is ric rzi Utilities needed,call 247-5878. Meter Boxes Ensure all meter boxes,sewer cleanouts and valve covers are set to grade Sewer meet and visible. 12(z‘ V A sewer cleanout must be installed at the property line. Cleanout must be7 e( Rn Sewer covered with an Rn concrete box with metal lid. Cleanout to be set to grade 0 Cleanout and visible. A reduced pressure zone backflow preventer must be installed if irrigation will RPZ be provided or If there is a private well on the property. Backflow preventer CI Backflow must be tested by a certified tester and a copy of the results sent to Public 0 Utilities. Plans note the building will be unsprinkled. If plans change,any fire line Sensus installed must be metered with a Sensus touch-read meter In a properly sized Touch-Read vault and an appropriate backflow preventer installed. Backflow preventer 0 0 Miter must be tested by a certified tester and a copy of the results sent to Public Utilities. Fire Sprinkler it tire sprinkler system is provided,cai1247-5878 tor backflow BaddlOw At a minimum,will require a double check backflow preventeruirements. Requirement Fire Line Fire lines must be metered with a Sensus touch-read meter. Meters larger 0 Meter than 2"must be installed in a vault as noted in JEA specifications. Utility Map See attached Utility Map. 0 0 Disconnect &Cap Disconnect and cap water and sewer lines. 0 0 Inspection Must call the inspection Line at 247-5814 to request an inspection of the CI 0 Prior disconnected and capped water and sewer lines prior to demolition. a a O 0 O 0 O 0 /^ aA ,;ns --)w•/A-C=)"/-k") • INO9AQpb -al W- 'Pas?raa '�q Uo`1-tivn-'0 r2yOM Ma fQ3" s{ti+mtmo) it+yap aye- ss1110 c-PT r\-)\ i\m •_u\ANcit- \A! Suos+obA -Nw ^c13- (Om S! �! Cv1( Ci 61/0),10, paii-A ail -k-/e��1 vv\fiq 1� (� -�aVro �� S �0 1)L1'p � pal �-e�n1� / J') &() 1 % y•01 >>0 I `lc • 11/4A OJ "mall010 , pti s I. • 7-)0 41Y1 . in egv rA�I'^ -au oho 1 `, pal 4PA 41/.) 1en0sit v ° C'v'` ) ! ColAa C v ) r4a ) Arc6 -tald A corri „)y 4'171 Yr / • • NOTICE OF COMMENCEMENT State of Tax Folio No. County of To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713' of the Plorida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. * • . Legal Description of property beingdmproved: • Address of property being improved: General description of-improvements: t ti . — Owner: Address: _ Owner's interest in site of the improvement: • Fee Simple Titleholder(if other thap owner): • Name: • •_ Contractor: — Address: Telephone No.: Fax No: Surety(if any) • Address: Amount of Bond$ Telephone No: Fax No: Neme and address of any person making a loari'for the construction of the improvements i Name: Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served: Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement(the expiration date is one (1)year from the date of recording unless a different date is specified): — THIS SPACE FOR RECORDER'S USE ONLY OWNER Signed: Date: Before me this day of in the County of Duval,State Of Florida,has personally appeared Notary Public at Large,State of Florida,County of Duval. My commission expires: Personally Known: or Produced Identification: OFFICE COPY PERMITTED BUILDING DATA DO NOT WRITE BELOW - OFFICE USE ONLY Applicable Codes: 6th Edition (2017) Florida Building Code DEVELOPMENT SIZE: Habitable Space (ft2): l 9' -2 Ci Non-Habitable Space (ft2): 7 LAND INFORMATION: Zoning District: h, Flood Zone: gix Sit aJrr J 0, i pcJ'. fin v4 Cka nc e F'lo od 1-14 'ol Minimum FFE: 0 BUILDING INFORMATION: Construction Type: Occupancy Group: Si1{ _ro,rrt , 17 Pt's_ Number of stories: 49-. Max. Occupancy Load: Fire Sprinklers Required: CONDITIONS/COMMENTS: Prrrn , iL 7Ze3/9- aSoy NOTICE OF COMMENCEMENT OFFICE COPY State of Florida Tax Folio No. County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes,the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Sec H Atlantic Beach S 40 FT Lot 3 &N 20FT Lot 4 Blk 45 Address of property being improved: 801 Begonia St Atlantic Beach,FL 32233 General description of improvements: Residential New Home Construction Owner: Marvin Beaty Address: 801 Begonia St Atlantic Beach,FL 32233 Owner's interest in site of the improvement: — Fee Simple Titleholder(if other than owner): — Name: — ck/ Contractor: Ashlar Home Builders LLC -Mike Smiley _ Address: 5295 CR 209 S,Green Cove Springs,FL 32043 Telephone No.: (904)742-0102 Fax No: Surety(if any) — Address: Amount of Bond$ — Telephone No: Fax No: Name and address of any person making a loan for the construction of the improvements Name: Bank of England Address: Phone No: Fax No: Name of person within the State of Florida,other than himself,designated by owner upon whom notices or other documents may be served:Name: Address: Telephone No: Fax No: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Telephone No: Fax No: Expiration date of Notice of Commencement.(the expiation date is one(1)year from the date of recording unless a different date is specified): ,3 0 �S Q -eQ of r cit. or- O( t4)l-'\ — THIS SPACE FOR RECORDER'S USE ONLY OWNER �jf'�'r Doc#2019228220,OR BK 18954 Page 982, Signed: �" y /fDate: �` Number Pages:1 Before me this 3131- day of—' (IJ/j in the County of Duval,State Recorded 10/03/2019 08:57 AM, Of Florida,has personally appeared 11 D(u i tJ r- L[4- /� RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL Notary Public at Large,State of FIoif1 4,M. y ufrA7 �'iLE COUNTY y�u,,�� "� RECORDING $10.00 My commission expires: �W Personally Known: =~ •'= MY COMMISSION#FF907250 or Produced Identification: FID( v . ,NAseiReo .e?*ag a-18'7 (407)a9a-0153 Fbri lalloriryS.rvica.com Doc # 2019211633, OR BK 18930 Page 961, Number Pages: 2, Recorded 09/12/2019 04:21 PM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY RECORDING $18.50 t OFFICE COPY Return To: BANK OF ENGLAND 5 STATEHOUSE PLAZA,STE.5410 LITTLE ROCK,ARKANSAS 72201 This instrument was prepared by: SANDLER LAW GROUP DAVID PEDERSON 717 N.HARWOOD ST.,SUITE 1600 DALLAS,TX 75201 214-2574700 Loan Number:1512199223424270 Permit Number: p C S/ / -a 3 o y Tax Folio Number. NOTICE OF COMMENCEMENT State of: FLORIDA County of: DUVAL THE UNDERSIGNED hereby gives nonce that improvement(s)will be made to certain real property,and in accordance with Chapter 713,Florida Statutes.the following information is provided in this Notice of Commencement. I. Description of property: 801 BEGONIA STREET,ATLANTIC BEACH,FL 32233 (Property Address) THE SOUTH 40 FEET OF LOT 3 AND THE NORTH 20 FEET OF LOT 4,BLOCK 145,SECTION"H"ATLANTIC BEACH,A SUBDIVISION ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 18,PAGE 34,OF THE PUBLIC RECORDS OF DUVALSOUNTY,FLORIDA. i 2. General Description of Improvements u.c..tinrt 3. Owner Information: a. Name and address: MARVIN M.BEATY and SUSAN J.HEATY t(fast $OI �e..a. ATLANTIC BEACH,FLORIDA 32233 b. Interest in property: FEE SIMPLE c. Name and address of Fee Simple Title Holder,if other than owner: 4. Contractor Information: a. Company Name and address: ASHLAR HOME BUILDERS LLC 5295 COUNTY ROAD 209 SOUTH GREEN COVE SPRINGS,FLORIDA 32043 b. Phone number: 946-742429i Fax number 5. Surety: a. Name and complete address: b. Amount of Bond: f c. Phone number: Fax number 6. Lender a. Name and complete address: BANK OF ENGLAND 5 STATEHOUSE PLAZA,STE.500 LITTLE ROCK,ARKANSAS 72201 b. Phone number. 866478-2265 Fax number.501.687.2272 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1 x0)7.Florida Statutes. a. Name and complete address: b. Phone number: Fax number: Florida Wire d Commencement Page 1o12 we.res.•ar«h igkets,'>s x + 7iti ;rio4 AIS4S3,". 'XS ? €t r.t excsS. 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In addition to himself,Owner designates the following person(s)to receive a copy of the Lienor's Notice as provided in Section 713.13(I Xb),Florida Statutes. a. Name and complete address: b. Phone number Fax number. 9. Expiration date of Notice of Commencement(the expiration date is I year from the date of recording,unless a different date is specified): WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713,PART I,SECTION 713.13, FLORIDA STATUTES AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. -•-.4a 5.30. 9 5_30'it MARVIN M.BEATY Date SUSAN J.BEA Date The foregoing tna*m rent was acknowledged before me this 30th day of 21119 by MARVIN M.BEATY and SUSAN J.BEATY )O is/are • • (a)Q personally known to me or(b1 has produced �r 8 LIC1 as identification. • 7 aunt K t�NALD I "��'iirr�� Matary Pub*.lata al FierNs Public, tate of FLORIDA II •4° 'L Gema"asion•FF M/161 ► Ruth K. McDonald ' .� i71 My Comm.Engin May 27.NCO dm. Printed.thwaMCommission Expires:1U^.41 iyt Z VERIFICATION PURSUANT TO SECTION 92525,FLORIDA STATUTES Under penalties of perjury,I declare that I have read the foregoing and that the facts stated in it are true to the best of my knowledge and belief. s.:),./9 ,5'do-ite MARVIN M.BEATY Date SUS J.BEATY Date Soddy Nolo.of Cotaarnose eu5 Paps 2 of 2 me,a.-au.a . , 26Ac "lit'40 • • t) ,-1-1 rA k.4= F=-1 "444, 4,4 . 4 stis.%1 attt i1(oitibb* t • Ittaftn,friX,s,t.1 t'7 • „ _ . ,rartt.F bra Nrtaal' atterAd., .p• •nr, NW, t titt'sv "PF°1.,of4tett,)4 4 (tostrf - • . • • 'Est"::•,,Y1014 44T oYitall'A.R1•41(.1 Mit OATU.1:44w;*lirt WS a O.t4 air littriAl tgasoc..0fr 44144.X,:p OrrYjil t Mr401,41 11-3,14Vi9f 014164112rAO 419.11111114,:sidllitAMIXt , "t',7tit):44 rAt M '11'Nrt 40(11 tr.).: ::.x1Y4kiWi , r...44,1€4AK)4114.ekellItfrot.t? lii01:01 1143Ig(-441 P-31 14••31114)4f itYlA t.11(flt:CMI-4U JM lillitf.,417)1e001.00.)10 • jr, fl • writ 1,..,134 4%4 'AtikTifC•frr GMTVII-;JOY91-1 r.)11.V.41, . 'fterJ• ,T.11 Alr1014.611.c,11(avItApArr.4.31PID t-evAy 14114n7rd ak,C1 /A.WIV.1 4.1 !..16 YTA:111 1.yfraelz hlti'VTA'114 34 t4,1' ;111.k.Vi vet aft.5 ant 4,,,h.,-Lt iv4211v1,4,0.at,,,nstervic1.W.viss*Vatit m"T J,40,A,„1 2, zafi 4.ta ,(Llet • • 41 — — . 4"10611/4"allelli71:17:7'6? - rAhr 144%44 leottol•YOtr4 p 1 rftlift #gtali t;•f.-4 •.;:iak` t,M=Nt.I'.1,03 arawiNto- P.arr riali A(1410.14 ITU&;t1/4/*5.1112 av mita ticri wax-rt.-Alums/ •Ir ti.,,t;efaves./ )?....1 Mb ,S 4^? A m br,t0a Avaoft sitt tod, 14.tor.ft Arra i.rt-ittaeCtorpc.ievril 4 , • kitit 44. 4 'CMS. 3A /ion rrpon 4!‘1.3#40 . - • • • ;"• 417-rviti tWkk !Vilt • • • • OFFICE COPY PRODUCT APPROVAL INFORMATION SHEET FOR THE CITY OF ATLANTIC BEACH, FLORIDA (*REQUIRED) *Project Address: 801 Begonia St, Atlantic Beach, FL 32233 Permit#: RES/9— C2 36`f *owner/Project Name: Marvin M Beaty - Beaty Residence As required by Florida Statute 553.842 and Florida Administrative Code Rule 9B-72, please provide the information and product approval number(s)for the building components listed below as applicable to the building construction project for the permit number listed above. You should contact your product supplier if you do not know the product approval number for any of the applicable listed products. Information regarding statewide product approval may be obtained at: www.floridabuilding.org. Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# A. EXTERIOR DOORS 1. Swinging Worldwide Door Components Opaques Fiberglass Door FL12991.1 2. Sliding Plygem Series 4700 FL14634.4 3. Sectional Wayne-Dalton 16"or 9'Max width 8'-9"Max height FL9174.3 Fl9174.1 4. Garage Roll-Up 5. Automatic 6. Other B.WINDOWS 1. Single hung Plygem Series 1500 FL16103.1 2. Horizontal slider Plygem Series 4780 FL14634.1 3. Casement 4. Double hung 5. Fixed Plygem Builder fixed window FL16104.1 6. Awning 7. Pass-through 8. Projected 9. Mullion Plygem Mullion FL16100.1 10. Wind breaker 11. Dual action 12. Other Page 1 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C. PANEL WALL 1. Siding James Hardie Lap siding FL13192.2 2. Soffits Royal Vinyl FL13139.1 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 Certain Teed Architectural Shingles FL5444.1 2. Underlayments Woodland #30 Felt FL17206.1 3. Roofing fasteners 4. Nonstructural metal roof 5. Built-up roofing 6. Modified bitumen 7.Single ply roofing 8. Roofing tiles 9. Roofing insulation 10. Waterproofing 11.Wood shingles/shakes 12. Roofing slate 13. Liquid applied roofing 14. Cement-adhesive coats 15. Roof tile adhesive 16. Spray applied polyurethane roof 17. Other Page 2 of 4 Updated 10/17/18 Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# E.SHUTTERS 1.Accordion 2. Bahama 3.Storm panels 4. Colonial 5. Roll-up 6. Equipment 7. Other F.STRUCTURAL COMPONENTS 1.Wood connector/anchor 2.Truss plates Mitek Plates FL2197.4 FI2197.5 3. Engineered lumber Weyerhaeuser Trus-Joist FL1630.1 4. Railing 5. Coolers-freezers 6. Concrete admixtures 7. Material 8. Insulation forms 9. Plastics 10. Deck-roof 11.Wall 12.Sheds 13. Other G. SKYLIGHTS 1. Skylight 2. Other H. NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. Page 3 of 4 Updated 10/17/18 In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. 1 *Contractor Name (Print Name): Mike Smiley *Contractor Signature: *Company Name: Ashlar Home Builders LLC *Mailing Address: 5295 CR 209 S *City: Green Cove Springs *State: Florida *Zip Code: 32043 *Telephone Number: 904-742-0102 *E-mail Address: mike@ashlar-homes.com Cell Phone Number: Fax Number: Page 4 of 4 Updated 10/17/18 OFFICE COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Beaty Residence Builder Name: Ashlar Homes Street: 801 Begonia St Permit Office: Duval County City,State,Zip: Atlantic Beach,FL 32233 Permit Number: Owner: Mike Smiley Jurisdiction: 261000 Design Location: FL,Jacksonville NAS County: Duval(Florida Climate Zone 2) 1.New construction or existing New(From Plans) 9. Wal types (2448 ft2) Insulation(R) Area(ft') 2.Single family or multiple family Single-Family a. Frm wall,vnl ext,3/8"wood sht 11.0 2070.00 b. Frm wall,r-11 cav ins, 1/2"gyp 11.0 378.00 3.Number of units,if multiple family 1 c. N/A 4.Number of bedrooms 3 d. N/A 10. Ceiling types (1443 ft') Insulation(R) Area(ft') 5.Is this a worst case? No a. Attic ceiling,asphalt shingles 19.0 85.00 6. Conditioned floor area above grade(ft') 1979.00 b. Attic ceiling,asphalt shingles 30.0 1357.50 Conditioned floor area below grade(ft2) 0 c. N/A (283 7. Windowsft2) Description Areaft' 11.Ducts R Area ( ) a.Sup:House,Ret:House,AH: House 6.0 559.79.79 a.U-Factor: Dbl,0.350 283.00 b. SHGC: 0.22 b.U-Factor: 12.Cooling systems kBtu/hr Efficiency SHGC: a.Split air source heat pump 41.0 SEER: 16.0 c.U-Factor: b. SHGC: 13.Heating systems kBtu/hr Efficiency d.U-Factor: a.Split air source heat pump 39.0 HSPF:9.0 SHGC: b. Area Weighted Average Overhang Depth: 1.330 ft 14.Hot water systems Area Weighted Average SHGC: 0.220 a.Electric conventional(50 gal) Cap:50 gal EF:0.95 8. Floor types(1442.50 ft') Insulation(R) Area(ft') b.Conservation features a. Bg floor,light dry soil,on gra 0.0 1442.50 (None) b. N/A c. N/A 15.Credits None Glass/Floor area: 0.138 Total Proposed Modified Loads: 48.48 PASS Total Baseline Loads: 52.89 I hereby certify that the plans and specifications covered by Review of the plans and specifications -----� gtiE STS this calculation are in compliance with the Florida Energy covered by this calculation indicates v. OF , - T�"\ compliance with the Florida Energy , _ O� Code. ! r- \ Code. Before construction is completed, y if;. ,: e 1 PREPARED BY: �W this building will be inspected for i f` .„,„ ..i./...s.+ '40 compliance with Section 553.908 - DATE: 8/14/2019 Florida Statutes. ••a;_ /0; I hereby certify that this building, as designed, is in '•��1�"a4 ,,,,s. compliance with the Florida Ene e. N?011 WE Iter OWNER/AGENT: BUILDING OFFICIAL: DATE: 9/67,/ DATE: /C, - 9 -d_011 -Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50(R402.4.1.2). 2019-Aug-14 14.59:48 4' wrightsoft Comfort Builder by Wrightsoft 19.0.08 RSU03444 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 2 ,„ , . . ...Res 801 Begonia St\Beaty Res 801 Begonia St-rup Cato=MA Front Door faces: W ... . , . . . .. - l' . 1 . • ..'- .. - ''' ' • '. . 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FORM R405-2017 Building Input Summary Report PROJECT Title: Beaty Residence Bedrooms: 3 Address type: Street address Building Type: FLAsBuilt Bathrooms: 3 Lot#: Owner: Mike Smiley Conditioned Area: 1979 Block/Subdivision: #of Units: 1 Total Stories: 2 Platbook: Builder Name: Ashlar Homes Worst Case: No Street: 801 Begonia St Permit Office: Duval County Rotate Angle: 0 County: Duval Jurisdiction: 261000 Cross Ventilation: No City, State,Zip: Atlantic Beach, FL 32233 Family Type: Single-Family Whole House Fan: No New/Existing: New(From Plans) Terrain: Suburban Year Construct: Shielding: Suburban Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp I Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,Jacksonville NAS FL_Jsonviae Jacksonville-Cr 2 34 99 70 75 995 60 Medium BLOCKS # Name Area Volume 1 House 1979.00 ft2 17798.50 ft' SPACES # Area Volume Kitchen Occupants Bedrooms InfiIID Finished Cooled Heated 1 M Bath 84.00 ft2 756.00 ft3 No 0 0 1 Yes Yes Yes 2 Stairs Up 75.25 ft2 602.00 ft' No 0 0 1 Yes Yes Yes 3 Dining 148.50 ft2 1336.50 ft' No 0 0 1 Yes Yes Yes 4 Foyer 65.00 ft2 585.00 ft' No 0 0 1 Yes Yes Yes 5 Study 132.00 ft2 1188.00 ft3 No 1 0 1 Yes Yes Yes 6 S Wic 17.50 ft2 157.50 ft' No 0 0 1 Yes Yes Yes 7 Bath 40.25 ft2 362.25 ft' No 0 0 1 Yes Yes Yes 8 Stiars 78.75 ft2 708.75 ft' No 0 0 1 Yes Yes Yes 9 Family 201.50 ft2 1813.50 ft' No 0 0 1 Yes Yes Yes 10 Pwdr 27.50 ft2 247.50 ft' No 0 0 1 Yes Yes Yes 11 Nook 147.25 ft2 1325.25 ft' No 0 0 1 Yes Yes Yes 12 Kitchen 217.50 ft2 1957.50 ft3 Yes 0 0 1 Yes Yes Yes 13 M Wic 77.50 ft2 697.50 ft' No 0 0 1 Yes Yes Yes 14 Master 186.00 ft2 1674.00 ft No 2 1 1 Yes Yes Yes 15 wc 19.25 ft2 173.25 ft3 No 0 0 1 Yes Yes Yes 16 Bed 1 176.50 ft2 1412.00 ft' No 1 1 1 Yes Yes Yes 17 Bed 2 174.00 ft2 1392.00 ft' No 1 1 1 Yes Yes Yes 18 Wic 2 31.50 ft2 252.00 ft' No 0 0 1 Yes Yes Yes 19 acu 13.50 ft2 108.00 ft' No 0 0 1 Yes Yes Yes 20 Bath 2 63.25 ft2 506.00 ft' No 0 0 1 Yes Yes Yes 21 chas 7.50 ft2 60.00 ft' No 0 0 1 Yes Yes Yes 22 Landing 60.50 ft2 484.00 ft' No 0 0 1 Yes Yes Yes FLOORS (Total Exposed Area=1443 sq.ft.) # Floor Type Space Perimeter R-Value Area U-Factor Tile Wood Carpet 1 Bg floor,light dry soil,on grade depth M Bath 7 ft 0 84.00 ft2 0.989 0 1.0 0 2 Bg floor,light dry soil,on grade depth Dining 11 ft 0 148.50 ft2 0.989 0 1.0 0 3 Bg floor,light dry soil,on grade depth Foyer 5 ft 0 65.00 ft2 0.989 0 1.0 0 4 Bg floor,light dry soil,on grade depth Stud 23 ft 0 132.00 ft2 0.989 0 1.0 0 5 Bg floor,light dry soil,on grade depth S W c 4 ft 0 17.50 ft2 0.989 0 1.0 0 6 Bg floor,light dry soil,on grade depth Bath 0 ft 0 40.25 ft2 0.989 0 1.0 0 7 Bg floor,light dry soil,on grade depth Stiars 7 ft 0 78.75 ft2 0.989 0 1.0 0 8 Bg floor,light dry soil,on grade depth Family 29 ft 0 201.50 ft2 0.989 0 1.0 0 9 Bg floor,light dry soil,on grade depth Pwdr 0 ft 0 27.50 ft2 0.989 0 1.0 0 10 Bg floor,light dry soil,on grade depth Nook 15 ft 0 147.25 ft2 0.989 0 1.0 0 11 Bg floor,light dry soil,on grade depth Kitchen 0 ft 0 217.50 ft2 0.989 0 1.0 0 12 Bg floor,light dry soil,on grade depth M Wic 21 ft 0 77.50 ft2 0.989 0 1.0 0 13 Bg floor,light dry soil,on grade depth Master 22 ft 0 186.00 ft2 0.989 0 1.0 0 14 Bg floor,light dry soil,on grade depth wc 0 ft 0 19.25 ft2 0.989 0 1.0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch • # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip RoofAsph 1563 ft2 Dark 0.75 No 0.90 No 0 23 2 Hip RoofAsph 425 ft2 Dark 0.75 No 0.90 No 0 23 2019-Aug-14 14:59:48 -r- wrightsoft' Comfort Builder by Wrightsoft 19.0.08 RSU03444 Right-En ergy®Florida 2017 Section 405 4.1 Compliant Software Page 3 . . ...Res 801 Begonia St\Beaty Res 801 Begonia St.nip Calc=MJ8 Front Door faces: W :3'= . rt ;1j- ftY }.ia. • tvpt G I ,,-l1_ .:.`Tt><f cigc f`.' L S '}- £x-sCf {iu1?t'4°f'L..'t 9t ..� T:. •-'7V2 A ` �. � ' ail +�• • S 'xfjf fl i * (.eJ 3 0 te't n t)e y/i' MN(l�x W' • t'ft0 E_t°f8 i''._1:: .'t f' _ 9 i • ,-tai'•., x(1-:A 4iYt* �ib!t. f . - i.. .4Jx(I jj ,-° - t:v ,w ayv:sini iest s: 4,1.. 1..,.1,--,1,. 'f ,.-.:..t'', r ? 4 !. ^ i . ) 4,..11-14i.: 44 . I> 1 Qrer. gi4:134is1St3#.-t ,:• !::,-,:• ' '' . .XIitl J1S.:tr 1-e r t` ;>. 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FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX= 92 The lower the EnergyPerformance Index, the more efficient the home. 1. New home or addition 1. New(From Plans) 12. Ducts, location&insulation level a. Supply ducts: R 6.0 2. Single-family or multiple-family 2. Single-Family b. Return ducts: R 6.0 c.AHU location: House 3. Number of units, if multiple-family 3. 1 13. Cooling systems Capacity 41.0 4. Number of bedrooms 4. 3 a. Split system: SEER 16.00 b. Single package: SEER 5. Is this a worst case?(yes/no) 5. No c. Ground/water source: SEER/COP d. Room unit/PTAC: EER 6. Conditioned floor area (ft2) 6. 1979.00 e. Other: 7. Windows, type and area* 14. Heating systems Capacity 39.0 a. U-Factor: 7a. Dbl,0.350 a. Split system heat pump: HSPF 9.00 b. Solar Heat Gain Coefficient(SHGC): 7b. 0.22 b. Single package heat pump: HSPF c.Area (ft2) 7c. 283.00 c. Electric resistance: COP d. Gas furnace, natural gas: AFUE 8. Skylights e. Gas furnace, LPG: AFUE a. U-Factor: 8a. f. Other: b. Solar Heat Gain Coefficient(SHGC): 8b. 15.Water heating systems 9. Floor type, insulation level a. Electric resistance: EF 0.950 a. Slab-on-grade(R-value): 9a. 0.0 b. Gas fired, natrual gas: EF b. Wood, raised(R-value): 9b. c. Gas fired, LPG: EF c. Concrete, raised (R-value) 9c. d. Solar system with tank: EF e. Dedicated heat pump with tank: EF 10 Wall type and insulation: f. Heat recovery unit: HeatRec% a. Exterior: g. Other: 1. Wood frame (Insulation R-value): 10a1. 11 2. Masonry(Insulation R-value): 10a2. 16. HVAC credits claimed (Performance Method) b. Adjacent: a. Ceiling fans: 1. Wood frame(Insulation R-value): 10b1. 11 b. Cross ventilation: 2. Masonry(Insulation R-value): 10b2. c.Whole house fan: d. Multizone cooling credit: 11. Ceiling type and insulation level e. Multizone heating credit: a. Under attic(R-value): 11a. 19.0 f. Programmable thermostat: b. Single assembly(R-value): 11b. 30.0 c. Knee walls/skylight walls (R-value) 11c. d. Radiant barrier installed 11d. *Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. I certify that this home has complied with the Florida Building Code, Energy Conservation,through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant featur . Builder Signature: Date: 9//9 Address of New Home: 801 Begonia St City/FL Zip: Atlantic Beach, FL 32233 2019-Aug-14 14:59:48 - - wrightsottComfort Builder by Wrightsoft 19.0.08 RSU03444 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 6 .. ,,.......... .,_, ...Res 801 Begonia St\Beaty Res 801 Begonia amp Calc=MJ8 Front Door faces: W r O A.^ vA.A Sici (-1q3) ,J3V .w3 A '5 C 1513 X01,11913 .Se x 3 944 .t1A 1510 X13.4 `+31/1.G a l• X IT .i.:i Oti 9fft f.ie t3mom. -mit,xftbiyi 15.3ttoiti-,A-p. tyr t,3i::1 3•"kt lovv4?i r3r T levg1fh'i.ttc, r i,8 r;u 1t..,. ?it., 3,.) . •,r' ft-Z! hi` ocir,bi 4•.7)efT'O'Fi U4{ 1 t '1 4iu£i j .. `' i- _^ ??tlf" t('i�!x .. _).`+; - .,,,i?....... .,.,-,., i :!-,-,,. tt; '1-1:-.. 'llaiff,i-3i )fX4 i:if! .., i :,0:t4...loi t-. '-L1, .._._. . liz, :'(.•,:" .,,1 CG .flip'„ . 6 _- .__._ 7'l T' - oy-1 :a .�.,.. __ .. _. -; :-it 1, ':) 4E.urjtni,*; .i~ . _...._....____._..._._._. .. r' La ;a; y �' .:. ! �i ` . i,�c -ft-',1 f ?irl,?i 4 hF . ..._ _ ,tea d` ' C !'i S 1 Y, -. _t,4 ,� ° � +Nt'. r;4 , ,;? � . y .. ;� S..x,. ..� ?ytf�:,�i417�,�F * _..._,-0,.i,-14_,___.,,,, Y` _,. . 9 •r,r,.1q t rt it.. _. 1; 5 ...:01:,':F. ..3�{'t_ _.._..r:;'. r'..0-'. ' _....-_.. _.._. ,n -1;-''-:P*11;,;i0;nt3- `g El! :r i 2.1.„.;,f ,.. 4.a r,:I.-. ' tit,' :2 WSW'.. ,,1 „xar^* _ .__ r. _. ..i .)7 Vit,'";- '1i. _ }F j4i .4 .._...J.;!.: ...._.._.__.____ R;, .40r3nt.,i%!p91 vi..t-) : FORM R405-2017 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 801 Begonia St PERMIT#: Atlantic Beach, FL 32233 MANDATORY REQUIREMENTS - See individual code sections for full details. SECTION R401 GENERAL ▪ R401.3 Energy Performance Level(EPL)display card(Mandatory). The building official shall require that an energy performance level(EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law (Section 553.9085,Florida Statues)requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings.The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit.completed and signed by the builder The building official shall verify that the EPL display card accurately reflects the plans and specifications submitted to demonstrate compliance for the building.A copy of the EPL display card can be found in Appendix RD. • R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. ▪ R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. UR402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,backdraft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. El R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air. Where using tight-fitting doors on factory-built fireplaces listed and labeledin accordance with UL 127,the doors shall be tested and listed for the fireplace. Where using tight-figging doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air leakage. Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/VVDMA/CSA 101/I.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. 2019-Aug-14 14:59:48 1" ' wrightsoft Comfort Builder by Wrightsoft 19.0.08 RSU03444 Right-Energy®Florida 2017 Section 405.4.1 Compliant Software Page 7 ...Res 801 Begonia St\Beaty Res 801 Begonia St.rup Cale=MJ8 Front Door faces: W •• - • ih r$« ,sssk�3 r1: FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ▪ R402.4.4 Rooms containing fuel-burning appliances In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1.Direct vent apliances with both intake and exhaust pipes installed continuous to the outside. 2.Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. ▪ R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces.All recessed luminaires shall be IC-rated and labeled as having an air leakage rate not more than 2.0 cfm(0.944 Us)when tested in accordance with ASTM E283 at a 1.57 psf(75 Pa)pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS • R403.1 Controls O R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. El R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. El R403.3.2 Sealing(Mandatory). All ducts,air handlers,fitter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or(7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. 0 R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design air flow rate when tested in accordance with ASHRAE 193. • R403.3.3 Duct testing. Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system,including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Post construction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct leakage test shall not be required where the ducts and air handlers are located entirety within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑ R403.3.5 Building Cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation(Mandatory). Mechanical system piping capable of carrying fluids above 105°F(41°C) or below 55°F(13°C)s haH be insulated to a mnirrum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage,including that caused by sunlight,moisture,equipment maintenance,and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. El R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace termperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls,temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. El R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system retum pipe shall be dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for how water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. U R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2019-Aug-14 14:59:48 41- wrightsot Comfort Builder by Wrightsoft 19.0.08 RSu03444 Rig ht-En ergy®Florida 2017 Section 405.4.1 Compliant Software page 8 ,, ...Res 801 Begonia St\Beaty Res 801 Begonia St.rup Calc=MJ8 Front Door faces: W i ^ S K - • 7 ;(7)1. )1, ?T 4„MSR ' 3 $,QTAQ AM! .J r . , t _ .4 + 88piz&t,gqgrfirtat tai3gt tit T;!� P-4+,I{tA? pi:- Inrr! 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FORM R405-2017 MANDATORY REQUIREMENTS -(Continued) ▪ R403.5.5 Heat traps(Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets.External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.5.6 Water heater efficiencies(Mandatory). ❑ R403.5.6.1 Storage water heater temperature controls. El R403.5.6.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use.The minimum temperature setting range shall be from 100°F to 140°F(38°C to 60°C). O R403.5.6.1.2 shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. El R403.5.6.2 Water heating equipment Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code.Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria of Section R403.5.6.2.1. O R403.5.6.2.1 Solar water heating system. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation(Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code,Residential or Florida Building Code,Mechanical,as applicable,or with other approved means of ventilation,including: Natural,Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole-house mechanical ventilation system fan efficacy. When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where mechanical ventilation fans are integral to tested and listed HVAC equipment,they shall be powered by an electronically commutated motor. El R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure of for mechanical ventilation shall meet the following criteria: 1.The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2.No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3.If ventilation air is drawn from enclosed spaces(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum or R-19,space permitting,or R-10 otherwise. El R403.7 Heating and cooling equipment(Mandatory). 0 R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved methodologies,heating and cooling calculation based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY (a) AIRFLOW RATE MAXIMUM CFM CFM/WATT CFM Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt <90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm-28.3 Umin. (a) When tested in accordance HVI Standard 916 2019-Aug-14 14:59:48 HrY• wrightsoft. Comfort Builder by Wrightsoft 19.0.08 RSU03444 Right-Energy® Florida 2017 Section 405.4.1 Compliant Software Page 9 r ,, ,, ...Res 801 Begonia St\Beaty Res 801 Begonia St.rup Calc=MJ8 Front Door faces: W y • ' tG� t? ' :ri�1 _ th*umno:3y• -a-$q acttUJ :, , ''PAa r".V t'y;` i, ,i01t ,tf 9tt;'� r n t >'.3' cCtivi. .N1• tis -itm 'a1i 'J`}Mt)"'1:14 9Y}14ti::i`,'14'rfr:, fti(tp:ttsh+FNA..ettrd• ;.9H 4.c: •.".A.4.$ 4 }} - i < Of N :`-`i °'yte 3(":.,•'1 C i"4t4,`3 In: )'f ria'.,:(1 ,;S'ii if, +3't7l a rt$ti}s'1 Y • 3111 1.ii-fi3±{ h Ss{t .....! - .. '•f• 3E 92.. 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Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7,or the closest available size provided by the manufacturer's product lines.The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for Al-RI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data shall be used to select cooling-only equipment.This selection shall be based on the outdoor design dry-bulb temperature for the load calculation(or entering water temperature for water-source equipment),the blower CFM provided by the expanded performance data,the design value for entering wet-bulb temperature and the design value for entering dry-bulb temperature Design values for entering wet-bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1.Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2.When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units.the capacity of equipment may be sized in accordance with good design practice. El R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. O R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1 O R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. ❑ R403.7.1.3 Extra capacity required for special occasions.Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1.A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2.A variable capacity system sized for optimum performance during base load periods is utilized. El R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and 0404 of the IEC —Comrrercial Provisions in lieu of Section R403. 0 R403.9 Snow melt and ice system controls(Mandatory). Snow-and ice-melting systems,supplied through energy service to the building, shalt include automatic controls capable of shutting off the systemw hen the pavement temperature is above 50`F(10°C),and no precipitation is falling and an automatic or manual control that w it allow s hutoff when the outdoor temperature is above 40°F(4.8°C). R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. El R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1.Where public health standards require 24-hour pump operations. 2.Pumps that operate solar-and waste-heat-recovery pool heating systems. 3.Where pumps are powered exclusively from on-site renewable generation. O R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor-retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. O R403.10.4 Gas-and oil-fired pool and spa heaters. 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C [ ;:4n cr3•f. , 44..' (p^F :1 tic. 0.fi yep,bryfi`i 10 C� • y 1 b h(, ','1.1.,":0 ,# C t:Ft ri444 . _'NftDFtYi.>a.3,..1,.., , : s ._ •+et '+ v t MANDATORY REQUIREMENTS-(Continued) El R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas(Mandatory).The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment(Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high-efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high-efficacy lamps. Exception: Low-voltage lighting. El R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 2019-Aug-14 14:59:48 wrightsoft' Comfort Builder by Wrightsoft 19.0.08 RS1103444 Right-Energy®Florida 201 7 Section 405.4.1 Compliant Software Page 11 ...Res 801 Begonia St\Beaty Res 801 Begonia Strop Calc=MJ8 Front Door faces: W FORM R405-2017 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Beaty Residence Builder Name Ashlar Homes Street: 801 Begonia St Permit Office: Duval County City,State,Zip: Atlantic Beach,FL 32233 Permit Number: Ower : Mike Smiley Jurisdiction: 261000 Design Location: FL,Jacksonville NAS COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA ✓ General A continuous air barrier shall be installed in the pe requirements building envelope.The exterior thermal envelope Air-permeable able insulation shall not be used as a q lilj contains a continuous barrier.Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit The insulation in any dropped ceiling/soffit shall be aligned with the insulation and any shall be aligned with the air barrier. gaps in the air barrier shall be sealed. Access openings,drop down stairs or knee wall doors to unconditioned attics paces shall be sealed. Walls The junction of the foundation and sill plate Cavities with corners and headers of frame walls ril shall be sealed.The junction of the top plate shall be insulated by completely filling the cavity and the top of exterior walls shall be sealed. with a material having a thermal resistance of R-3 - Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier Windows,skylights The space between window/door jambs and framing, and doors and skylights and framing shall be sealed. ❑ Rim joists are insulated and include an air Rim joists shall be insulated. ❑ Rim Joists barrier. Floors(including The air barrier shall be installed at any exposed Floor framing cavity Insulation shall be installed above-garage and edge of insulation. to maintain permanent contact with the underside cantilevered floors) of subfloor decking,or floor framing cavity insulation shall be permitted to be In contact with the top sideof sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space Exposed earth In unvented crawl spaces shall be Where provided in lieu of floor insulation, walls covered with a Class I vapor retarder with insulation shall be permanently attached ❑ overlapping joints taped. to the crawlspace walls. Shafts,penetrations Duct shafts,utility penetrations,and flue shaft openings to exterior or unconditioned space shall ❑ be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit,or narrow cavities shall be filled by insulation that ❑ on installation readily conforms to the available cavity spaces. Garage Air sealing shall be provided between the garage El and conditioned spaces. Recessed Recessed light fixtures installed in the building Recessed light fixtures installed in the lighting thermal envelope shall be sealed to the drywall. building thermal envelope shall be air tight ❑ and IC rated. Plumbing and Batt insulation shall be cut neatly to fit around wiring wiring and plumbing in exterior walls,or insulation that on installation readily conforms LJ to available space shall extend behind piping and wiring. Shower/tub on The air barrier shall be installed behind Exterior walls adjacent to showers and tubs exterior wall electrical or communication boxes or air-sealed shall be insulated. [_1 boxes shall be installed. Electrical/phone The air barrier shall be installed behind --, box on exterior electrical or communication boxes or air-sealed L _ walls boxes shall be installed. HVAC register HVAC register boots that penetrate building boots thermal envelope shall be sealed to the subfloor or drywall. Concealed When required to be sealed,concealed fire sprinklers sprinklers shall only be sealed in a manner that is recommended by the manufacturer. 1 Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. 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FORM R405-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 261000 Permit Number: Job Information Builder: Ashlar Homes Community: Lot: Address: 801 Begonia St Unit: City: Atlantic Beach State: FL Zip: 32233 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive,or ER/Method. PRESCRIPTIVE METHOD The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g.(50 pascals)in Climate Zones 1 and 2. The building or dwelling unit shall be tested and verified as having an air leakage rate of not PERFORMANCE or ERI METHOD exceeding the selected ACH(50)value,as shown on FORM R405-2017(Performance)or R406-2017(ERI),section labeled as Infiltration,sub-section ACH50. ACH(50)specified on Form R405-2017-Energy Calc(Performance)or R406-2017(ER!): 7.000 X60- 17799 = Method for calculating building volume: CFM(50) Building Volume ACH(50) ❑ Retrieved from architectural plans PASS CI Code software calculated ❑ Field measured and calculated When ACH(50) is less than 3, Mechanical Ventilation installation must be verified by building department. R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statues,or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or and approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterior windows and doors,fireplace and stove doors shall be closed,but not sealed,beyond the intended weatherstripping or other infiltration control measures. 2.Dampers including exhaust,intake,makeup air,back draft and flue dampers shall be closed,but not sealed beyond intended infiltration control measures. 3.Interior doors,if installed at the time of the test,shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems,if installed at the time of the test,shall be turned off. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: License/Certification#: Issuing Authority: 2019-Aug-14 14.59:48 41- wrightsof - Comfort Builder by Wrightsoft 19.0.08 RSU03444 Rig ht-En ergy®Florida 2017 Section 405.4.1 Compliant Software Page 13 ...Res 801 Begonia St\Beaty Res 801 Begonia St.rup Calc=MJ8 Front Door faces: W • f.tasTis /t1-kP&'P' A cc. ' l'; Jes i s ►)"33 . g019V r , . .,...,:x-160%.-.., `r.f v. m £_r ._: io ~_. kia"s 4)'i i!-`'! , - 't li~', :•,t'; •a. .•;'-''. .:4F1: ' • : + .tib.:: Ii..int •--r:i.i; ..1,e.. :ti,• 10.-...!;-ri..i .,--.1-3,--.;:.,-..., l.r tt541>' -; ,•.-•>.,...,.i 71`?c - . ,,, „-„-..,..1t4'at Tt A-1 i _. .. ..001+i'`• 01.; rtf '.."Tlra'!!' tif .f'., i.tt3 Mr . V. .eC 7i3` i- , j :: ..:_.,if': i•„tri '.5: , 3+' t'ni. ,7,•%ft f+ : ;14,l -1,-..•-.iYt�.-:..?=='� -z _.,_..�AfR.f�_P t eeT' ' �M 'Yi� -- ,, '1 4 !.f6 ....);:.:40,:.'4”:ID 0 ;kt• 1Nr„ tr. 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Pro'ect Information For: Mike Smiley,Ashlar Home Builders LLC 5295 CR 20SOUTH, Green Cove Springs, FL 32043 Phone: (904)742-0102 Email: mike@ashlar-homes.com Notes: Beaty Residence 801 Begonia St. Atlantic Beach, FL 32233 Desi• n Information Weather: Jacksonville NAS, FL, US Winter Design Conditions Summer Design Conditions Outside db 34 °F Outside db 99 °F Inside db 70 °F Inside db 75 °F Design TD 37 °F Design TD 24 °F Daily range M Relative humidity 50 % Moisture difference 60 grub Heating Summary Sensible Cooling Equipment Load Sizing Structure 26844 Btuh Structure 25462 Btuh Ducts 3616 Btuh Ducts 4642 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 30460 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 28104 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3 (partial)/2 Pressure/AVF 50 Pa/2077 cfm Structure 6082 Btuh Ducts 788 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ftp) 1979 1979 Equipment latent load 8870 Btuh Volume(ft3) 17799 17799 Air changes/hour 0.67 0.42 Equipment Total Load(Sen+Lat) 36974 Btuh Equiv.AVF (cfm) 199 126 Req.total capacity at 0.70 SHR 3.3 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042H1 AHRI ref 7563302 Coil TEM6A0C42H41 AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 28700 Btuh Heating output 39000 Btuh @ 47°F Latent cooling 12300 Btuh Temperature rise 26 °F Total cooling 41000 Btuh Actual air flow 1367 cfm Actual air flow 1367 cfm Air flow factor 0.045 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point=27°F Backup: Input= 7 kW, Output=23948 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghisoft' 2019-Aug-14 14:54:17 4. . 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",:it'1 !f f,es :t.i.Nir,..!t 1t48 .+ {itt .3 4)1.'%S-.. :» v r..? . . eiiiiiZ r h.t +:?,.`i t iii .:: pf ik Q:e `r :44-i. i.;n -:,-.,',-,.;V.--3 lair!f,;'-:::: ' ; AN .!- 1 First Floor 10x6 F. 6' M Wic 8 x 4 Master 4' • ! r 16 x 16 10x : 6" 16 x 16 12" rArl Nook - I.4 12 " 10x6 10x6 © we • " Family M Bath 5 844 ••�. ` _ 08x4 0 4 Pwdr10 x 6 �fso 6, ,i 0 ..I 111 r Kitchen P.10x6 6„ Stiars 14' ••• O ■ .•16" Bath 10x6 MI 8 x 4 S Wic 12 " ,.. 5„ Garage 10 x 6 4 i6" i • 12x12 ... 12x6 9" 12x12 7" Dining Study Foyer mmmmommic 1 (--- ,.._._.___._._. Job#: McGowan's Heating & Air Conditionit Scale: 1 : 81 Performed by Saldie Guintivano for: Page 1 Mike Smiley 11320 E.Phillips Parkway Dr. 5295 CR 209 SOUTH Comfort Builder by Wrightsoft htsoft Green Cove Springs,FL 32043 Jacksonville,FL 32256 19.0.08 RSU03444 Phone (904)742-0102 Phone:904-278-0339 Fax:904-278-0366 mike@ashlar-homes corn2019-Aug-14 14:54:34 www.mcgowansac.com saldie@mcgowansac.com ...St\Beaty Res 801 Begonia St.rup \' / /1 . Second Floor 24x18 16 Bath 2 8 x 4 Stairs Up - 4" 16, ding 12' 12 x 12 12 x 12 9' 1: - Bed1 1' 14x6Bed 2 14x6, 8 7, A. 8x4 4'; Wic 2 Job#: s Heating & Air Conditionii Scale: 1 : 81 McGowan' Performed by Saldie Guintivano for: Page 2 Mike Smiley 11320 E.Phillips Parkway Dr. 5295 CR 209 SOUTH Comfort Builder by Wrightsoft Green Cove Sprinqs.FL 32043 Jacksonville, FL 32256 19.0.08 RSU03444 Phone:(904)742-0102 Phone:904-278-0339 Fax:904-2784)366 mike@ashlarhomes corn 2019-Aug-14 14:54:34 www.mcgowansac.com saldie@mcgowansac.com .,.St\Beaty Res 801 Begonia St.rup ASavo- Manual S Compliance Report Dae: b _rTZ+V� (Rest of House) By: Saldie Guintivano McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FL 32256 Phone:904-278-0339 Fax:904-278-0366 Email:saldie©mcgowansac.com Web:www.mcgowansac.com License:CMC1... Project Information For: Mike Smiley,Ashlar Home Builders LLC 5295 CR 209 SOUTH, Green Cove Springs, FL 32043 Phone: (904) 742-0102 Email: mike@ashlar-homes.com Cooling Equipment Design Conditions Outdoor design DB: 99.3°F Sensible gain: 28104 Btuh Entering coil DB: 75.7°F Outdoor design WB: 80.0°F Latent gain: 8870 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 36974 Btuh Indoor RH: 50% Estimated airflow: 1367 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6A0C42H41 Actual airflow: 1367 cfm Sensible capacity: 28700 Btuh 102%of load Latent capacity: 12300 Btuh 139%of load Total capacity: 41000 Btuh 111%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 33.5°F Heat loss: 30460 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6042H1+TEM6A0C42H41 Actual airflow: 1367 cfm Output capacity: 39000 Btuh 128%of load Capacity balance: 27 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1367 cfm Output capacity: 7.0 kW 79%of load Temp. rise: 14 °F Meets all requirements of ACCA Manual S. w rightsoft' 2019-Aug-14 14:54:17 Comfort Builder by Wrightson 19.0-08 RSU03444 Page 1 ACCA ...Res 801 Begonia St\Beaty Res 801 Begonia Sirup Calc=MJ8 Front Door faces: W V L0a114.^,w:.19ila w :14,41r,Ageme.g.0 erfq* f.-+Y ,:j' -1..MEto,y,- g8[W. . dJ" L s<4# M'.e,, E; -..'-'4W^:n,.: ati. • tt,i1 YA I'ql -1e ,e, 1i(i 144 yaujb i4014: it -,.,E q c CI01.1 t t4W4 441A1iir "ERIC 3 . fb4°P84.ji" �4' 'de441est 0 etti3 '. c� - ' f15? ^B: _v _t (X it 4;:1 7 6104.; Duct System Summary Date: 2004 (Rest of House) By: Saldie Guintivano McGowan's Heating & Air Conditioning 11320 E.Phillips Parkway Dr.,Jacksonville,FL 32256 Phone:904-278-0339 Fax:904-278-0366 Email:saldie@mcgowansac.com Web:www.mcgowansac.com License:CMC1... Project Information For: Mike Smiley,Ashlar Home Builders LLC 5295 CR 209 SOUTH, Green Cove Springs, FL 32043 Phone: (904) 742-0102 Email: mike@ashlar-homes.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.11 in H2O 0.11 in H2O Available static pressure 0.39 in H2O 0.39 in H2O Supply/return available pressure 0.287/0.103 in H2O 0.287/0.103 in H2O Lowest friction rate 0.070 in/100ft 0.070 in/100ft Actual air flow 1367 cfm 1367 cfm Total effective length (TEL) 556 ft Supply Branch Detail Table Design Htg Cig Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Mati Ln (ft) Ln (ft) Trunk Bath h 567 25 12 0.080 4.0 Ox 0 VIFx 59.4 300.0 st7 Bath 2 h 1451 65 50 0.136 4.0 Ox 0 VIFx 25.4 185.0 st2 Bed 1 c 3430 111 156 0.135 7.0 Ox 0 VIFx 22.8 190.0 st2 Bed 2 c 4443 173 202 0.144 8.0 Ox 0 VIFx 14.2 185.0 st2 Dining h 2485 111 110 0.083 6.0 Ox 0 VIFx 49.4 295.0 st7 Family h 4519 203 198 0.081 6.0 Ox 0 VIFx 60.3 295.0 st5 Foyer h 1007 45 31 0.083 5.0 Ox 0 VIFx 50.4 295.0 st7 Kitchen c 1827 26 83 0.078 6.0 Ox 0 VIFx 55.9 310.0 st7 M Bath h 1562 70 46 0.070 5.0 Ox 0 VIFx 6.4.3 345.0 st6 M we h 2497 112 55 0.071 4.0 Ox 0 VIFx 62.2 345.0 st6 Master c 1597 70 72 0.070 6.0 Ox 0 VIFx 64.3 345.0 st6 Master-A c 1597 70 72 0.071 6.0 Ox 0 VIFx 60.1 345.0 st6 Nook h 2375 107 100 0.084 6.0 Ox 0 VIFx 46.3 295.0 st5 Pwdr h 217 10 8 0.086 4.0 Ox 0 VIFx 45.1 290.0 st5 Study h 3232 145 135 0.078 7.0 Ox 0 VIFx 63.4 305.0 st7 '^c2 c 733 21 33 0.139 4.0 Oxo VIFx 21.9 185.0 st2 we c 42 1 2 0.084 4.0 Ox 0 VIFx 48.6 295.0 st5 wrightsoft- 2019-Aug-14 14:54:17 ^� _ .. . .. Comfort Builder by Wnghtsoft 19.0.08 RSU03444 Page 1 /-A ...Res 801 Begonia St\Beaty Res 801 Begonia St.rup Calc=MJ8 Front Door faces: W t7ryRt"}rt,1r_. "„a±:!'=`;'` .,.I! . ks'rNOW t1,p ia'it1$} � .{ .a. _ pn i4-d ric .'� 1A >U Q4i': f {i V+a�ILK i-''''''''-.'':-',.,', •"}c` yy _ _ .. .- � "'fit-2s d• "r: .: 7'7, t-r.•.Y. •4�- :•.CSrM. Z'�i,(i l r: 't • y - �n . .. 4 -,31 >:i[: F,C'. k,y t.�' -.."` M/iM!h y ' a t . ,-, .'�„.!.,:':,!.!3,--, ♦ q a1 -iiIN'. '.� h F'i t , µn R ,,:.. ' ' `r f '�' '`:•1,;1 1.`1_': 4 lef'f?O, ,Y' 1't► ,t°+4'A t -,,..)1 : - x . '.ort ,.-,..,-,,.. :0.012) gr a 1 4 ^t ' !Y5/1{f='!L;FkGz:a1 ii>!1re ; ? " _,,r-2.,;,:;.,..R.,40,%.,,,,., +t,.4„...,..„,,,..,.:,,'. ., , `_ :'!' 's ,tri .;."° .=..rtt. ..,�+ ',;=;a,.^, a ,1 :`•=3bi ' 1f-i "1.0 { .•. ri7 H ''r - ...)?:'f.'•f +i,.T$itt.1` fJi - p_rf , i ( ..P'•:,.i.. 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R9,AL1�rV } y., ,A - .. - Y,;410=, '?ire: .!,,.,a^.re') goUf r.sfiil�';sa,air.: ;,. ,11 1.---.. � �j r ,j 1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st6 Peak AVF 323 246 0.070 411 12.0 0 x 0 ViniFlx st5 st5 Peak AVF 643 554 0.070 601 14.0 0 x 0 ViniFlx st4 st4 Peak AVF 996 926 0.070 713 16.0 0 x 0 ViniFlx st3 st7 Peak AVF 353 372 0.078 474 12.0 0 x 0 ViniFlx st4 st2 Peak AVF 371 440 0.135 561 12.0 0 x 0 ViniFlx st1 st3 Peak AVF 996 926 0.070 713 16.0 0 x 0 ViniFlx st1 st1 Peak AVF 1367 1367 0.070 773 18.0 0 x 0 VinIFIx Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rbl Oxo 427 504 146.7 0.070 361 16.0 Ox 0 VIFx rt1 rb2 Ox 0 440 410 140.4 0.073 807 10.0 Ox 0 VIFx rt1 rb3 Ox 0 500 454 130.3 0.079 1132 9.0 Ox 0 VIFx rt1 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 1367 1367 0.070 773 18.0 0 x 0 ViniFlx wrightsoft' 2019-Aug-14 14:54:17 �. ..�. ..... Comfort Builder by Wrightsoft 19.0.08 RSU03444 Page 2 AC K ..Res 801 Begonia St\Beaty Res 801 Begonia St.rup Calc=MJ8 Front Door faces: W MI 4 db'{bls1.� Lumber design values are in accordance with ANSI/IPI 1 section 6.3 \��C, - `'2- hese truss designs rely on lumber values established by others. W yK '� i 1 OFFICE COPY MiTe , sf f,,,„ . ,..„.. RE: 2057316 - Jit---- MiTek USA, Inc. Site Information: —� 6904 Parke East Blvd. Tampa,FL 33610-4115 Customer Info: Ashlar Home Builders Project Name: 2057316 Model: Beaty Residence Lot/Block: 801 Subdivision: Begonia Street Address: 801 Begonia Street City: Atlantic Beach State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: Bryan Murray License #: 64010 Address: 157 Hampton Point Dr. City: St. Augustine State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 42 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 T17841043 CJ1 8/12/19 23 T17841065 T04 8/12/19 2 T17841044 CJ3 8/12/19 24 T17841066 105 8/12/19 3 T17841045 CJ3T 8/12/19 25 T17841067 T06 8/12/19 4 T17841046 CJ5 8/12/19 26 T17841068 T07 8/12/19 5 T17841047 CJ5T 8/12/19 27 T17841069 108 8/12/19 6 T17841048 EJ7 8/12/19 28 T17841070 109 8/12/19 7 T17841049 EJ7T 8/12/19 29 T17841071 T10 8/12/19 8 T17841050 F01 8/12/19 30 T17841072 T11 8/12/19 9 T17841051 F02 8/12/19 31 T17841073 T12 8/12/19 10 T17841052 F03 8/12/19 32 T17841074 T13 8/12/19 11 T17841053 F04 8/12/19 33 T17841075 T14 8/12/19 12 T17841054 F05 8/12/19 34 T17841076 T15 8/12/19 13 T17841055 F06 8/12/19 35 T17841077 T16 8/12/19 14 T17841056 F07 8/12/19 36 T17841078 T17 8/12/19 15 T17841057 F08 8/12/19 37 T17841079 T18 8/12/19 16 T17841058 F09 8/12/19 38 T17841080 T19 8/12/19 17 T17841059 F10 8/12/19 39 T17841081 T20 8/12/19 18 T17841060 HJ7 8/12/19 40 T17841082 T21 8/12/19 19 T17841061 HJ7T 8/12/19 41 T17841083 T22 8/12/19 20 T17841062 T01 8/12/19 42 T17841084 TF01 8/12/19 21 T17841063 102 8/12/19 22 T17841064 T03 8/12/19 ,%twi 1111//4ii' The s drawing(s) renced above have been ared by MiTek sUSA, Inc. under emy direct supervision basedpon the parameters ,.`s�,P.• a E •.?•'•• provided by Builders FirstSource-Jacksonville. :' /• N.' / SF••'•, ��0 Truss Design Engineer's Name: Velez, Joaquin '* / .� �8' My license renewal date for the state of Florida is February 28, 2021. i �• IMPORTANT NOTE:The seal on these truss component designs is a certification 1.13•: A E OF :14•.: that the engineer named is licensed in the jurisdiction(s)identified and that the ie0 •• Q. :4/Z designs comply with ANSI/TPI 1. These designs are based upon parameters i, • Z • R%�•••c. shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �/�S '••••'��1 ,�� s for MiTek's or TRENCO's customers iven to MiTek or fi eOreferre re. Any ference oject eonly,cific land was not taken nformation included to account n the �� ,I N 11 N4�,, preparation of these designs. MiTek or TRENCO has not independently verified the .kaquin y. . • No,68182 applicability of the design parameters or the designs for any particular building. Before use, UT* : Inc,• Cert 8834 the building designer should verify applicability of design parameters and properly 6904 Puke • • Tampa FL 33810 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Dalt August 12,2019 Velez, Joaquin 1 of 1 ' Ms milTp 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: 2057316 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashlar Home Builders Project Name: 2057316 Model: Beaty Residencea, FL 33610-4115 Lot/Block: 801 Subdivision: Begonia Street Address: 801 Begonia Street City: Atlantic Beach State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Bryan Murray License#: 64010 Address: 157 Hampton Point Dr. City: St. Augustine State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 42 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 T17841043 CJ1 8/12/19 23 T17841065 T04 8/12/19 2 T17841044 CJ3 8/12/19 24 T17841066 T05 8/12/19 3 T17841045 CJ3T 8/12/19 25 T17841067 T06 8/12/19 4 T17841046 CJ5 8/12/19 26 T17841068 T07 8/12/19 5 T17841047 CJ5T 8/12/19 27 T17841069 T08 8/12/19 6 T17841048 EJ7 8/12/19 28 T17841070 T09 8/12/19 7 T17841049 EJ7T 8/12/19 29 T17841071 T10 8/12/19 8 T17841050 F01 8/12/19 30 T17841072 T11 8/12/19 9 T17841051 F02 8/12/19 31 T17841073 T12 8/12/19 10 T17841052 F03 8/12/19 32 T17841074 T13 8/12/19 11 T17841053 F04 8/12/19 33 T17841075 T14 8/12/19 12 T17841054 F05 8/12/19 34 T17841076 T15 8/12/19 13 T17841055 F06 8/12/19 35 T17841077 T16 8/12/19 14 T17841056 F07 8/12/19 36 T17841078 T17 8/12/19 15 T17841057 F08 8/12/19 37 T17841079 T18 8/12/19 16 T17841058 F09 8/12/19 38 T17841080 T19 8/12/19 17 T17841059 F10 8/12/19 39 T17841081 T20 8/12/19 18 T17841060 HJ7 8/12/19 40 T17841082 T21 8/12/19 19 T17841061 HJ7T 8/12/19 41 T17841083 T22 8/12/19 20 T17841062 101 8/12/19 42 T17841084 TF01 8/12/19 21 T17841063 102 8/12/19 22 T17841064 103 8/12/19 lt�y%I111H//,/J The truss drawing(s)referenced above have been prepared by �sOQUIN• 1,/&-"/,1,i� MiTek USA,Inc. under my direct supervision based on the parameters �� •,••�G E N S•• .� provided by Builders FirstSource-Jacksonville. . • �' F••• Truss Design Engineer's Name: Velez, Joaquin ,• No 68182 My license renewal date for the state of Florida is February 28,2021. IMPORTANT NOTE:The seal on these truss component designs is a certification STATE OF that the engineer named is licensed in the jurisdiction(s)identified and that the i .(�•�,�`� Q `• .. designs comply with ANSI/TPI 1. These designs are based upon parameters �� (� 0 R \ ,� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �it3- •••••.•••(G'given to MiTek or ��*b Tek's or TRENCO's customers file TRENCO. enceAny rpueposect eonly'and was onot taken into n included is fac oor 'account in the "111111110" 11 N Al'�,�1� purpose Y. preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin Velez PE No.68182 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Date: August 12,2019 Velez,Joaquin 1 of 1 Job 'Truss Truss Type Qty Ply T17841043 2057316 CJ1 Jack-Open 16 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:29 2019 Page 1 ID:jpUKOZtkE4m3C WgeE5_6Qyyx9?L-Xa6JsN Rdmmwvc2egDyjm IQn2puaYgN8FkP4ddlyoZWO -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:6.7 3 5.00 12 2 � A d 111:111M o 4 3x4 = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical,2=159/0-3-8,4=-18/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-3(LC 1),2=-127(LC 8),4=18(LC 1) Max Gray 3=12(LC 8),2=159(LC 1),4=27(LC 8) 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=127. Joaquin Velez PE No.63182 MiTek USA,Inc.FL Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 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 ANSUTPII 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 r Truss Truss Type Qty Ply T17841044 2057316 CJ3 Jack-Open 14 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:29 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-Xa6JsN Rdmmwvc2egDyjm IQn2puZugN8FkP4ddlyoZWO -1-4-0 3-0-0 1-4-0 3-0-0 Scale=1:10.9 3 5.00 12 r, 0 2 1 4 2x4 = 3-0-0 3-0-0 Plate Offsets(X,Y)— [2:0-1-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=57/Mechanical,2=187/0-3-8,4=19/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=-54(LC 12),2=-108(LC 8),4=-2(LC 12) Max Gray 3=57(LC 1),2=187(LC 1),4=37(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=1b) 2=108. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6834 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 OM_ A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ivilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent 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/1P11 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 3 T17841045 2057316 CJ3T Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:30 2019 Page 1 I D:jpU KQZtkE4m 3C WgeE5_6Qyyx9?L-?mgi4jSFX32mECDsmgE?gdKDZIwAPgAPy3pB9CyoZWN -1-4-0 { 2-3-8 3-0-0 1-4-0 2-3-8 0-8-8 Scale=1:10.9 4 5.00 12 a PP 111 / N 2 11 5 � i ■■ d 1 6 =' 2x4 = 3x4 = 2-3-8 2-3-8 Plate Offsets(X,Y)— [3:0-1-9,0-4-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 6 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.01 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. 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) 4=73/Mechanical,2=188/0-3-8,5=5/Mechanical Max Horz 2=62(LC 12) Max Uplift 4=-36(LC 12),2=-74(LC 8) Max Gray 4=73(LC 1),2=188(LC 1),5=16(LC 3) 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 8694 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design validfor use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not bur a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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/TP/1 Quality Crltada,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job r Truss Truss Type Qty Ply T17841046 2057316 CJ5 Jack-Open 14 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:31 2019 Page 1 ID:jpU KQZtkE4m 3C WgeE5_6Qyyx9?L-TzE4H3StINAdsMo2KN IE NrtM?hDY8HeYBjZkieyoZWM -1-4-0 5-0-0 1-4-0 5-0-0 Scale=1:15.0 3 II 5.00 12 0{ A 2 fl 1 „ 4 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 * Rep Stress Ina- YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical,2=244/0-3-8,4=39/Mechanical Max Horz 2=134(LC 12) Max Uplift 3=-102(LC 12),2=-130(LC 12),4=-7(LC 12) Max Gray 3=109(LC 1),2=244(LC 1),4=67(LC 3) 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=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 3=102,2=130. Joaquin Velez PE No.68182 Marek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.10/032015 BEFORE USE. Hi" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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 Qualify Criteria,DSB-99 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 T17841047 2057316 CJ5T Jack-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:32 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-x9oSUPTV3hlUUVNFu5GTw2P WY5adtkYiQN I IE4yoZWL -1-4-0 I 2-3-8 I 5-0-0 1-4-0 2-3-8 2-8-8 Scale=1:15.0 4 II 5.00 12 d yy 2 5 0 cr i EM L/ 6 2x4 = 3x4 = 2-3-8 2-3-8 Plate Offsets(X,Y)— [3:0-1-9,0-4-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.11 6 >564 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.10 6 >587 180 BCLL 0.0 * Rep Stress Incr YES WB 0.02 Horz(CT) -0.04 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 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) 4=133/Mechanical,2=245/0-3-8,5=15/Mechanical Max Horz 2=92(LC 12) Max Uplift 4=-75(LC 12),2=-76(LC 8) Max Gray 4=133(LC 1),2=245(LC 1),5=46(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 8694 6904 Parke East Blvd.Tampa FL 33610 Data: August 12,2019 A WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111•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 Duality Criteria,DSB-89 end 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 r Truss Truss Type Qty Ply 717841048 2057316 EJ7 Jack-Open 26 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:33 2019 Page 1 ID:jpUKOZtkE4m3C WgeE5_6Qyyx9?L-Q LLgiIU7p_QL5fyRSooiSGycWgccB7re12rm WyoZWK 1-4-0 7-0-0 1-4-0 7-0-0 Scale=1:19.0 3 1 5.00 12 ra d N 2 ' II 1 '/ 4 3x4 = 7-0-0 7-0-0 Plate Offsets(X,Y)— [2:0-1-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.15 4-7 >559 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.17 4-7 >488 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:24 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=158/Mechanical,2=305/0-3-8,4=56/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-96(LC 12),2=87(LC 12) Max Gray 3=158(LC 1),2=305(LC 1),4=95(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cott 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 1 / A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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 * • T17841049 2057316 EJ7T Jack-Open 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:34 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-uYvCv5VIalYCjpXd?WJx?TVspvFlLez_thnOJzyoZWJ -1-4-0I 2-3-8 I 7-0-0 1-4-0 2-3-8 4-8-8 Scale=1:19.0 4 I 5.00 12 n ni' • =1 O Tri N 2 ...iiiiin311 5 li 1 ■■ 1 =' 6 6, 2x4 = 3x4 = I 2-3-8 I 2-3-8 Plate Offsets(X,Y)— 13:0-1-9,0-4-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.26 6 >321 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.26 6 >325 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) -0.10 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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) 4=190/Mechanical,2=307/0-3-8,5=25/Mechanical Max Horz 2=123(LC 12) Max Uplift 4=-111(LC 12),2=-85(LC 12) Max Gray 4=190(LC 1),2=307(LC 1),5=76(LC 3) 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 4=111. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8034 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 I , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 ANSUTPII Quality Criteria,OSB-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 T17841050 2057316 F01 Floor 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:35 2019 Page 1 ID:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-MkTb7RV N Lcg3Lz6pZDgAXh 1 y8J RD4_I86LXyrPyoZWI 0-1-8 H 1-3-0 2-1-8 I Scale=1:26.0 4x4 = 1.5x3 = 4x8 = 1 2 3 4 5 6 7 8 0 0 • a e 17 el e e • 15 14 13 12 11 10 9 4x4 = 3x6 = 3x6 = 4x4 = 15-7-8 15-7-8 Plate Offsets(X,Y)— [1:Edge,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.18 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:91 lb FT=11%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=840/0-3-8,9=846/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-835/0,8-9=840/0,1-2=-658/0,2-3=-1572/0,3-4=-2080/0,4-5=-2080/0,5-6=-2080/0,6-7=-1573/0, 7-8=-657/0 BOT CHORD 14-15=0/1236,13-14=0/1887,12-13=0/2080,11-12=0/1886,10-11=0/1238 WEBS 1-15=0/963,2-15=-918/0,2-14=0/534,3-14=-499/0,3-13=0/514,8-10=0/987,7-10=-922/0,7-11=0/532, 6-11=-498/0,6-12=0/514,5-12=-287/0,4-13=-287/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Refer to girder(s)for truss to truss connections. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Data: August 12,2019 __ A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MTelce connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 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 s T17841051 2057316 F02 Floor 2 1 ,, Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:36 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-qw1 zKm WO6vowy7g07wLP4ua6rin7pRjHL?GVNryoZWH 0-1-8 H I 1-3-0 I 1-11-8 I 0-18 0-1 8 scald=1:31.2 4x4 = 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 o a e o 23 a — — A ::. \ / 1\ /\/\ ////` 21 20 19 18 17 16 1413 12 4x4 = 3x6 = 3x6 = 4x4 = 2x4 II 1.5x3 II TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). 15-3-4 150 18-5-8I { 15-3-4 0-0142 3-1-8 Plate Offsets(X,Y)— 11:Edge,0-1-8],[11:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.15 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.18 19-20 >993 240 BCLL 0.0 Rep Stress Inc! YES WB 0.46 Horz(CT) 0.03 15 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:110 lb FT=11%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:15-16,14-15,13-14. REACTIONS. (lb/size) 22=794/0-3-8,15=1196/0-3-8 Max Gray 22=818(LC 3),15=1196(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-22=-813/0,1-2=-638/0,2-3=-1520/0,3-4=-1976/0,4-5=-1976/0,5-6=1976/0, 6-7=-1455/0,7-8=-547/117 BOT CHORD 20-21=0/1199,19-20=0/1815,18-19=0/1976,17-18=0/1778,16-17=0/1112,15-16=-311/0, 14-15=311/0 WEBS 8-15=-1181/0,1-21=0/934,2-21=-891/0,2-20=0/509,3-20=-469/0,3-19=-75/461, 8-16=0/963,7-16=-925/0,7-17=0/572,6-17=-549/0,6-18=0/570,5-18=-310/0, 4-19=-257/3,8-14=0/360 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 1 I MIEM 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 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 r Truss Truss Type Qty Ply T17841052 2057316 F03 Floor 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:37 2019 Page 1 ID:jpU KOZtkE4m3C WgeE5_6Qyyx9?L-16bLY6XetDxnaHFChesed66Ji68ZYu6RZf03vlyoZWG 0-1-8 H I 1-3-0 { I 2-0-12 Scale=1:25.7 4x4 = 1.5x3 = 1.5x3 II 1.5x3 II 4x4 = 1 2 3 4 5 6 7 8 a e i17 1 I 0 v \ A/ \ /\ / v ,- ere fe e e e 15 14 13 12 11 10 9h/ 4x4 = 4x4 = 1.5x3 II I 15-2-4 15-2-4 Plate Offsets(X,Y)— [1:Edge,0-1-8],[8:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.13 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.16 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:83 lb FT=11%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=819/0-3-8,9=825/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-814/0,8-9=-819/0,1-2=-639/0,2-3=-1521/0,3-4=-1981/0,4-5=-1981/0,5-6=1981/0,6-7=-1504/0, 7-8=-612/0 BOT CHORD 14-15=0/1201,13-14=0/1818,12-13=0/1981,11-12=0/1808,10-11=0/1179 WEBS 8-10=0/944,1-15=0/935,7-10=-900/0,2-15=-891/0,7-11=0/516,2-14=0/508,6-11=-483/0,3-14=473/0, 6-12=0/482,3-13=-5/471,4-13=-267/0,5-12=-273/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 t1 _ 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 tut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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 ANSUTPif 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 T17841053 2057316 F04 Floor 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:38 2019 Page 1 ID:jpUKQZtkE4m 3C WgeE5_6Qyyx9?L-mJ9jlSYGeX3dCQgoELNt9JfU0 WYpHLuaollcSkyoZWF 0-1-8 H I 1-3-0 I I 1-8-12 Scale=1:27.3 4x4 = 1.5x3 = 1.5x3 II 4x4 = 1 2 3 4 5 6 7 8 o e 8 \ /\/16 15 14 13 12 11 10 9'V 4x4 = 1.5x3 II 4x4 = 1.5x3 II 16-1-4 16-1-4 Plate Offsets(X,Y)— [1:Edge,0-1-8],[5:0-1-8,Edge],[8:0-1-8,Edge],[14:0-1-8,Edge] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.17 12-13 >999 240 BCLL 0.0 Rep Stress Inc: YES WB 0.48 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:89 lb FT=11%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 M 31(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) 17=869/0-3-8,9=875/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-866/0,8-9=-870/0,1-2=-687/0,2-3=-1639/0,34=2231/0,4-5=-2231/0,5-6=2138/0,6-7=-1634/0, 7-8=-652/0 BOT CHORD 15-16=0/1284,14-15=0/1992,13-14=0/2231,12-13=0/2231,11-12=0/1994,10-11=0/1257 WEBS 8-10=0/1006,1-16=0/1005,7-10=-960/0,2-16=-949/0,7-11=0/599,2-15=0/563,6-11=-571/0,3-15=561/0, 6-12=0/319,3-14=0/549,5-12=-362/89 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 1 , A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-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/fPI1 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 JobTruss Truss Type Qty Ply T17841054 2057316 F05 GABLE 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:39 2019 Page 1 I D:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-EVj5yoYuPgBUpaPbo3v7iXCm Kw760v7k1 yV9_AyoZWE 0-r'18 0-21 8 Scale=1:26.7 1 2 3 4 5 6 7 8 9 10 11 12 13 o e e • e 2 e _, - - - - - - - -' - '- 28 0 e o e o e o o < e - e - e ..tet.MA!Met!s!s!s!s!s!!!s!s!stetele eWeets!&!e!e!!.!e!!__A!atetelewtetetet.MtMUM OWAS!.!Jwlettestetetetet tet slslsletetWe/t/•sIV,...W.V.t�eteteStet04&WM.&!e!e!&WAe!e!e!e!e!eletete/eleVe!e�etf. 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 = 1-4-0 2-8-0 4-0-05-4-0 6-8-0 8-0-10 9-5-0 10-9-4 12-1-4 13-5-4 14-9-4 16-1-4 1-4-0 I 1-4-0 1-4-0 ( 1-4-0 j 1-4-0 I 1-4-10 1-4-10 j 1-4-0 I 1-4-0 1-4-0 j 1-4-0 I 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 14 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:79 lb FT=11%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 16-1-4. (Ib)- Max Gray All reactions 250 lb or less at joint(s)26,14,20,25,24,23,22,21,15,16,17,18,19 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)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 I I A WARNING-Verify 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 MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill 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 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 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 a T17841055 2057316 F06 Floor Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:40 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-ihGUA8ZWA8JLRk_nMmQMEkkgxKChIH ntFcEj WcyoZWD 1-3-0 I THA42 -10-8 3x4 = 1 3x4 = 2 1.5x3 II 3 1.5x3 I I 4 Scale=1:11.1 3x4 = 8 7 6 3x4 = 1.5x3 II 1.5x3 II 3-10-8 3-10-8 Plate Offsets(X,Y)— [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.02 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Ina' NO WB 0.33 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:26 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-8 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 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=679/0-3-8,5=480/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-621/0,4-5=-520/0,1-2=-455/0,2-3=-455/0,3-4=-455/0 BOT CHORD 6-7=0/455 WEBS 4-6=0/684,1-7=0/684,2-7=-686/0,3-6=-316/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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)Use Simpson Strong-Tie THA426(Single Chord Girder)or equivalent at 1-8-12 from the left end to connect truss(es)to back face of top chord. 5)Fill all nail holes where hanger is in contact with lumber. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=10,1-4=-100 Concentrated Loads(Ib) Vert:2=-746(B) Joaquin Velez PE No.68182 Marek USA,Inc.FL Cart 8634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. int Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent 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 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 T17841056 2057316 F07 Floor Supported Gable 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:41 2019 Page 1 ID:jpUKQZtkE4m3CWgeE5_6Qyyx9?L-BugsNUa8xSRC3uZzwUxbnyH6wjhYUpcOUG_G23yoZWC 1 1.5x3 I I 2 1.5x3 II 3 1.5x3 II Scale=1:11.2 •••••••••••••••••••••••••••••••••••••••••• 6 5 4 1.5x3 II 1.5x3 I I 1.5x3 II I 2.6-8 2-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight:14 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-6-8 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 6=59/2-6-8,4=59/2-6-8,5=147/2-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart 6634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 i 1 pin 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely 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 . T17841057 2057316 F08 Floor 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:42 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-f4OEbgbm ilZ3g28ATBSgK9gCz7s_DBgAjwjpbVyoZWB 0-1-8 H I 1-3-0 ] I 2-1-4 I Scale=1:21.5 4x4 = 1.5x3 = 354 = 3x4 = 354 = 4x4 = 1 2 3 43x4 = 5 6 5 . o ♦e \ A/ \ e 0 Ts • 0\ /e e• - - \Ve e 13 12 11 10 9 8 7 3x4 = 4x4 = 3x4 = 1.5x3 II 1.5x3 II 3x4 = 4x4 = 1.5x3 II 1-6-0I 4-0-0 I 8-10-4 I 11-4-4 I 12-8-12 I1-6-0 2-6-0 4-10-4 2-6-0 1-4-8 Plate Offsets(X,Y)— [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.09 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.10 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:70 lb FT=11%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) 14=684/0-3-0,7=690/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-679/0,6-7=-685/0,1-2=-519/0,2-3=-1182/0,3-4=-1385/0,4-5=-1171/0,5-6=-497/0 BOT CHORD 12-13=0/970,11-12=0/1385,10-11=0/1385,9-10=0/1385,8-9=0/953 WEBS 6-8=0/766,1-13=0/758,5-8=-724/0,2-13=-716/0,5-9=0/362,2-12=0/354,4-9=-428/0,3-12=-416/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 I , A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nig Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent 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 Trues Truss Type Qty Ply T17841058 2057316 F09 Floor 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:42 2019 Page 1 I D:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-f40EbgbmiIZ3g28ATBSgK9g8y7poDBCAjwjpbVyoZWB 0-1-8 H I 1-3-0 I I 2-2-4 Scale=1:19.9 1.5x3 = 3x6 1 2 3 4 5 6 ue e • ae e e - 13,1 12 11 10 9 3x8 = 8 7 4x4 = 1.5x3 II 11-9-12 11-9-12 Plate Offsets(X,Y)— [6:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.15 10-11 >926 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:69 lb FT=11%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=633/0-3-0,7=639/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-626/0,6-7=-623/0,1-2=-475/0,2-3=-1053/0,3-4=-1164/0,4-5=-1164/0,5-6=-437/0 BOT CHORD 11-12=0/893,10-11=0/1164,9-10=0/1164,8-9=0/864 WEBS 1-12=0/694,2-12=-663/0,2-11=0/287,3-11=-293/0,6-8=0/673,5-8=-678/0,5-9=0/558,4-9=-283/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 6904 Parke East Blvd.Tampa FL 33618 Date: August 12,2019 AWARNING-Verity 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 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 T17841059 2057316 F10 GABLE 1 1 - Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MTek Industries,Inc. Mon Aug 12 14:26:43 2019 Page 1 ID:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-7GycoAcPT3hwICjM 1 vz3sNMSOXM2yj7JyaTN7xyoZWA 0 011-8 Scale 1=-11:19.4 1 2 3 4 5 6 7 8 9 10 e o 0 0 0 0 0 0 '0 0 21 _ — — _ — _ — — 22 c 0 rb e0 0 0 0 0 0 o e Iiia e•:`:** iiili*Z••- rrr iZ•Z• .r y....r. :ii:4::Zi`:" Z-Z-..rrrrrr ii:ii: �..�.ray rr�'r*Z•ZZ•Zi•Z... Z•Z•Z. Z."...Z.i.......i......:.�.�.�.�.�.Z.�.�.�_�.�_�_�.Z... e4eeeeeee��ee�eeee �eeeeee�� eeeee��eeeeeeeeee�eeeee�e��ee��e�eeeeee��eeee��e��eeeeeeeee�e��e�eeeeeee��♦ •♦eeeeee��e��e�� eeeee�e��e��ep�eee��e�eeeeeeeeeeeeeeeeeeeee��eeieeeee��eeee��e��e�eeeeeeeeeeeee��e�eep�ee��e 20 19 18 17 18 15 14 13 12 11 3x4 = 3x4 = I 1-4-0 I 2-8-0 ( 4-0-0 I 5-4-0 6-5-12 7-9-12 ( 9-1-12 ( 10-5-12 11-9-12 1-4-0 1-4-0 1-4-0 1-4-0 1-1-12 1-4-0 1-4-0 1-4-0 1-4-0 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 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Inez YES WB 0.03 Horz(CT) 0.00 11 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight:60 lb FT=11%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 11-9-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,12,13,14,15 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)All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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. Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 8834 69M Parke East Blvd.Tampa FL 3610 Date: August 12,2019 I $ 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 Nit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent 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 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 T17841060 2057316 HJ7 Diagonal Hip Girder 7 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:46 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-XreIRBeHm_3V9fRxi1 XmU?_tkkJw90aleYhl kGyoZW7 -1-10-10 5-2-3 9-9-5 1-10-10 5-2-3 4-7-2 Scale=1:22.2 4 NAILED NAILED 3.54 I 13 NAILED 3x4 — ' NAILED 3 12 ♦ o NAILED I NAILED 11 2 II 1 X 1415 16 6 NAILED NAILED 2x4 NAILED 3x4 = 5 NAILED NAILED NAILED 3x4 = 5-2-3 9-9-5 5-2-3 4-7-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.06 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:41 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 BOT CHORD Rigid ceiling directly applied or 6-9-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=122/Mechanical,2=433/0-4-9,5=262/Mechanical Max Horz 2=135(LC 8) Max Uplift 4=-103(LC 8),2=186(LC 8),5=-139(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-713/542 BOT CHORD 2-7=-714/657,6-7=714/657 WEBS 3-6=-700/760 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Comer(3)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 103 lb uplift at joint 4,186 lb uplift at joint 2 and 139 lb uplift at joint 5. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 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+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,5-8=-10 Concentrated Loads(Ib) Vert:13=-65(F=-32,B=-32)14=33(F=16,B=16)15=-11(F=-5,B=-5)16=-49(F=-25,B=25) Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cart8634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 MINIM t t 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 ANSI/TP11 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 • T17841061 2057316 HJ7T Diagonal Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:47 2019 Page 1 ID:jpU KOZtkE4m3C WgeE5_6Qyyx9?L-?2C7eXfvWlBMnp07Gk2?1 DXOD8VruTFvsCRaGjyoZW6 -1-10-10 3-2-2 6-4-9 9-9-5 1-10-10 3-2-2 3-2-7 3-4-11 Scale=1:22.2 5 NAILED II NAILED 3x4 15 3.54 12 NAILED 4 NAILED 0 14 NAILED NAILED H 13 n IJ I_l I I I I 6 /, T 2 I 3 --0-x8 8 I o — 11 18 7 ladb NAILED 2x4 II NAILED 3x4 = 1 16 g NAILED NAILED NAILED 2x4 II 4x4 = NAILED 3-2-2 6-4-9 9-4-5 9-51 3-2-2 3-2-7 2-11-11 5-0 Plate Offsets(X,Y)— [2:0-4-4,Edge],[3:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.22 9 >527 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.36 9 >325 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.28 Horz(CT) 0.13 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. 3-9:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=69/Mechanical,2=437/0-4-9,6=319/Mechanical Max Horz 2=135(LC 8) Max Uplift 5=-49(LC 8),2=-135(LC 8),6=-107(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-11=-297/76,3-4=-897/705 BOT CHORD 3-8=-858/868,7-8=-863/873 WEBS 4-7=-947/936 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Comer(3)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 5,135 lb uplift at joint 2 and 107 lb uplift at joint 6. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-5=-54,9-10=10,3-6=-10 Concentrated Loads(Ib) Vert:14=-15(F=-7,B=-7)15=-114(F=-57,B=-57)16=33(F=16,B=16)18=-3(F=-1,B=-1) Joaquin Velez PE No.68182 MiTak USA,Inc.FL Cert 6834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not pill 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 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 T17841062 2057316 T01 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:49 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-yQJt3Dg92vR407AW094T6ecNOyC BMNxCKWwhKbyoZW4 -1-4-0 7-0-0 10-10-4 14-8-8 21-8-8 23-0-8 1-4-0 I 7-0-0 3-10-4 I 3-10-4 I 7-0-0 1-4-0 Scale=1:40.1 Special NAILED 4x8 = Special NAILED 2x4 I NAILED 4x8 = 3 18 4 19 5 5.00 12 I I I I c� c5 d: 05 111111111111111111 2 i1 _ - 11 R! up 11 7 1$ CR11 20 10 9 21 8 n _ 2x4 II NAILED 3x8 = 4x6 2x4 II 3x6 Special NAILED NAILED SpecialI 3x6 = 7-0-0 10.104 14-8-821-8-8 7-0-0 I 3-10-4 I 3-10-4 I 7-0-0 Plate Offsets(X,Y)— [3:0-5-4,0-2-01,[5:0-5-4,0-2-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.17 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.25 10 >999 180 BOLL 0.0 ' Rep Stress Ina NO WB 0.20 Horz(CT) 0.09 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31`Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. 3-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1440/0-3-8,6=1440/0-3-8 Max Horz 2=47(LC 16) Max Uplift 2=-638(LC 12),6=-638(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3019/1648,3-4=-3089/1740,4-5=3089/1740,5-6=-3019/1648 BOT CHORD 2-11=-1378/2724,10-11=-1386/2744,8-10=-1395/2744,6-8=-1387/2724 WEBS 3-11=-162/476,3-10=-219/532,4-10=-453/266,5-10=-219/532,5-8=-162/476 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 638 lb uplift at joint 2 and 638 lb uplift at joint 6. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 276 lb up at 7-0-0,and 197 lb down and 276 lb up at 14-8-8 on top chord,and 294 lb down and 164 lb up at 7-0-0,and 294 lb down and 164 lb up at 14-7-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=54,3-5=54,5-7=54,12-15=-10 Joaquin Velez PE No.68182 Concentrated Loads(Ib) MiTek USA,Inc.FL Cert 6634 Vert:3=-150(F)5=150(F)11=294(F)10=-46(F)4=-104(F)8=-294(F)18=-104(F)19=-104(F)20=-46(F)21=-46(F) 6601 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 it it A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. bar Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent 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,AUexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • 717841063 2057316 T02 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:51 2019 Page 1 ID:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-upReUviQaWhnFQ KuVa6xB3im41zAgJgVngPoPUyoZW2 -1-4-0 5-8-11 9-0-0 12-8-8 15-11-13 21-8-8 23-0-8 1-4-0 ] 5-8-11 ) 3-3-5 r 3-8-8 3-3-5 5-8-11 ) 1-4-0 Scale=1:40.1 4x4 = 4x8 = 4 5 5.00 2x4 2x4 i 3 6 4 2 7 635 D -� 8 j4 c81 1a 1 10 1 9 4x4 = 3x8 = 3x6 = 4x4 = 3x4 = 9-0-0 12-8-8 21-8-8 9-0-0 3-8-8 9-0-0 Plate Offsets(X,Y)— ]5:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.16 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.27 9-17 >968 180 BCLL 0.0 * Rep Stress lncr YES WB 0.11 Horz(CT) 0.04 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-3-8,7=770/0-3-8 Max Horz 2=58(LC 16) Max Uplift 2=-216(LC 12),7=-216(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1356/923,3-4=-1092/760,4-5=974/734,5-6=-1091/760,6-7=-1355/923 BOT CHORD 2-11=-730/1222,9-11=-487/973,7-9=743/1222 WEBS 3-11=-310/313,4-11=-143/261,5-9=-147/261,6-9=-311/313 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 lb uplift at joint 2 and 216 lb uplift at joint 7. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cwt 6834 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIt-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 ANS1/TP/1 Quality Criteria,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17841064 2057316 1-03 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:52 2019 Page 1 I D:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-M??0hFj2Lgpetav531dAjGEwc9E_ZkXe0U8LxwyoZW1 -1-4-0 6-5-9 10-10-4 15-2-15 21-8-8 23-0-8 1-4-0 ( 6-5-9 4-4-11 4-4-11 6-5-9 1-4-0 Scale=1:39.4 4x4 = 4 5.00 2.4 2x4 3 5 2 6 j . "4 7 1$ 9 8 .4 4x4 = 3x8 = 3x6 4x4 = 10-10-4 21-8-6 � 10-10-4 10-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.23 9-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.37 9-15 >700 180 BCLL 0.0 * Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-MS Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=770/0-3-8,2=770/0-3-8 Max Horz 2=69(LC 16) Max Uplift 6=-227(LC 13),2=-227(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1322/921,3-4=-982/697,4-5=982/697,5-6=-1322/921 BOT CHORD 2-9=-725/1187,6-9=-733/1187 WEBS 4-9=-345/523,5-9=-398/396,3-9=-398/396 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 227 lb uplift at joint 6 and 227 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 � I 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 s • 717841065 2057316 T04 Hip Girder 1 1 e Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:53 2019 Page 1 ID:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-gBZOvajg68yVVkUHd?9PGU n_HZbU ICQnF8uvTMyoZWO -1-4-0 7-0-0 ] 10-3-8 ] 17-3-8 18-7-8 1-4-0 7-0-0 3-3-8 7-0-0 14-0 Scale=1:32.9 Special 4x8 = Special NAILED 4x6 = 3 16 4 5.00 I c5 2 5 A =.moi " is 11 9 B 17 7 4x4 = 2x4 I i 3x6 3x4 = 4x4 = Special NAILED S pedal 7-0-0 10-3-8 17-3-8 7-0-0 3-3-8 7-0-0 Plate Offsets(X,V)- [3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.12 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.18 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) 0.05 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1148/0-3-8,5=1148/0-3-8 Max Horz 2=47(LC 12) Max Uplift 2=-528(LC 12),5=-528(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2274/1282,3-4=-2056/1256,4-5=2275/1282 BOT CHORD 2-9=-1041/2036,7-9=-1048/2055,5-7=1049/2037 WEBS 3-9=-161/447,4-7=-157/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 528 lb uplift at joint 2 and 528 lb uplift at joint 5. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25')toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 276 lb up at 7-0-0,and 197 lb down and 276 lb up at 10-3-8 on top chord,and 294 lb down and 164 lb up at 7-0-0,and 294 lb down and 164 lb up at 10-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-3=54,3-4=-54,4-6=54,10-13=-10 Concentrated Loads(lb) Joaquin Velez PE No.68182 Vert:3=-150(B)4=150(B)9=-294(B)7=-294(B)16=-104(B)17=46(B) MiTek USA,Inc.FL Cert 8634 6804 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 _ t A WARNING•Verity 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,OSB-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 T17841066 2057316 TO5 Common 5 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:55 2019 Page 1 l D.jpUKOZtkE4m3C WgeE5_6Qyyx9?L-m ag9JGlwelC Dk2dfkQ BtLvs I S NGpm714iSN0YFyoZ W -1-4-0 8-7-12 17-3-8 1-4-0 8-7-12 8-7-12 Scale=1:30.0 5x6 = 3 5.00 12 4 2 • 1041 0 I 414114, 6 5 3x6 i 2x4 II 3x8 3x6 8-7-12 17-3-8 8-7-12 8-7-12 Plate Offsets(X,Y)— [2:0-3-0,0-1-8],[4:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.20 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.30 6-9 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.02 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=550/0-3-8,2=631/0-3-8 Max Horz 2=65(LC 12) Max Uplift 4=-157(LC 13),2=-188(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-907/596,3-4=-906/595 BOT CHORD 2-6=-427/763,4-6=-427/763 WEBS 3-6=-45/307 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 lb uplift at joint 4 and 188 lb uplift at joint 2. Joaquin Velez PE No.63182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Nat a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AA AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI 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/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 717841067 2057316 106 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:56 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-EmEXXcmYP3K4MBC s17i6u6PTBmdAV WiEx66Z3hyoZVz -1-4-0 8-10-8 17-3-8 1-4-0 8-10-8 8-5-0 Scale=1:31.1 4x8 = 3x4 = 3 4 5.00 12 2 i ET113 7 4x4 = 2x4 3x6 = 5 4x4 = 8-10-8 17-3-8 8-10-8 8-5-0 Plate Offsets(X,Y)— [2:0-2-10,Edge],[3:0-4-12,0-1-121,[4:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.21 7-10 >968 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.29 7-10 >719 180 BOLL 0.0 ' Rep Stress Ina' YES WB 0.33 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-5 REACTIONS. (lb/size) 2=627/0-3-8,5=546/0-3-8 Max Horz 2=153(LC 12) Max Uplift 2=-179(LC 12),5=-179(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-860/466 BOT CHORD 2-7=-518/718,5-7=-518/713 WEBS 3-7=0/302,3-5=-735/541 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint 2 and 179 lb uplift at joint 5. Joaquin Velez PE No.88182 Wok USA,Inc.FL Cert 6834 6904 Parke East Blvd.Tampa FL 33810 Date: August 12,2019 1 A WARNING-Verity deign 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. Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T17841068 2057316 T07 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:26:57 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-jzovkymBAMSxzLn2srDLQKyk2AzMEuXNAms6c7yoZVy -1-4-0 6-8-1 10-10-8 17-3-8 1-4-0 6-8-1 4-2-7 6-5-0 Scale:3/8"=1' 4x8 = 2x4 II 4 1 � 5.00 12 2x4 3 '11 2 e 8 7 4x4 i 3x6 = 3x4 = 3x4 = 10-10-8 17-3-8 10-10-8 6-5-0 Plate Offsets(X,Y)— [2:0-3-8,0-2-5],[4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.29 8-11 >706 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.47 8-11 >439 180 BCLL 0.0 * Rep Stress Inc( YES WB 0.68 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-14 oc bracing. REACTIONS. (lb/size) 2=627/0-3-8,6=546/0-3-8 Max Horz 2=183(LC 12) Max Uplift 2=-183(LC 12),6=-174(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-933/564,3-4=-601/351 BOT CHORD 2-8=-693/828,6-8=-369/515 WEBS 3-8=-379/386,4-8=-155/389,4-6=-614/439 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 2 and 174 lb uplift at joint 6. Joaquin Velaz PE No.68182 MiTek USA,Inc.FL Cart 8634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 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/TPIl Quality Criteda,DSBBa 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 a. 117841069 2057316 TO8 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MITek Industries,Inc. Mon Aug 12 14:26:59 2019 Page 1 ID:jpUKQZtkE4m 3C WgeE5_6Qyyx9?L-fLwf9eoRi_iifDfxRzGFpWl16e_hQir?gd4LDgOyoZVw I -1-4-0 6-9-2 I 12-10-8 I 17-3-8 I 1-4-0 6-9-2 6-1-6 4-5-0 5x6 = Scale=1:35.0 2x4 II 4 5 AS r 5.00 12 2x4 •';', 3 2 SE �S r 42 l 42 8 7 0 3x4 = 3x6 = 6 4x4 = 5x6 = I 9-8-7 I 17-3-8 9-8-7 7-7-1 Plate Offsets(X,Y)— [4:0-3-0,0-2-4] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.17 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.28 8-11 >738 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.48 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:88 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 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 6-8-8 oc bracing. REACTIONS. (lb/size) 2=627/0-3-8,6=546/0-3-8 Max Horz 2=214(LC 12) Max Uplift 2=-182(LC 12),6=170(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-958/547,3-4=-677/387 BOT CHORD 2-8=-729/852,6-8=-273/335 WEBS 3-8=-401/426,4-8=-281/448,4-6=-530/437 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 2 and 170 lb uplift at joint 6. Joaquin Velez PE No.68182 MITek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 a a imeee A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. lot Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality 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 • Trues Truss Type Qty Ply T17841070 2057316 T09 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:00 2019 Page 1 ID:jpU KQZtkE4m3C WgeE56Qyyx9?L-7YU 1 N_p3THgWrpWdXzn22yZEw01 cRG_psk4mCSyoZVv -1-4-o I 7-9-2 { 14-_10-8 17-3-8 1-4-0 7-9-2 7-1-6 2-5-0 5x6 = 2x4 II Scale=1:37.8 5.00 12 5 6 3x6 2x4 \\ 111 • 2 0 9 8 13 14 3x4 3x4 = 3x6 = 7 5x6 = 9-6-0 17-3-8 I 9-6-0 I 7-9-8 Plate Offsets(X,Y)— [2:0-3-0,0-1-8),[5:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.16 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.28 9-12 >741 180 BCLL 0.0 * Rep Stress lncr YES WB 0.63 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-10 oc bracing. REACTIONS. (lb/size) 2=627/0-3-8,7=546/0-3-8 Max Horz 2=244(LC 12) Max Uplift 2=-177(LC 12),7=-202(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-916/468,3-5=-736/439 BOT CHORD 2-9=-693/806 WEBS 3-9=-423/455,5-9=-476/638,5-7=-528/474 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift at joint 2 and 202 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 � l 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 Mil-eke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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?P11 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 Oty Ply e T17841071 2057316 T10 Monopitch 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:01 2019 Page 1 ID:jpUKOZtkE4m3CWgeE5_6Qyyx9?L-bk2QaKghDbyNSz5p5gIHbA6M_nNUAnoz5NgKlvyoZVu 1-4-0 8-7-4 16-10-4 1 1-4-0 I 8-7-4 ( 8-3-0 Scale=1:40.2 5.00 12 5 3.• P't J 3x8 3x4 i 4 3 I� 2 w \'t `i Ea r: =' 8 7 3x8 = 8 3x4 i 2x4 II 8x8 = 8-7-4 16-10-4 8-7-4 8-3-0 Plate Offsets(Xy)- 12:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.15 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 8-11 >944 180 BCLL 0.0 * Rep Stress!nor YES WB 0.34 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS. (lb/size) 2=613/0-3-8,6=532/Mechanical Max Horz 2=272(LC 12) Max Uplift 2=-162(LC 12),6=-238(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-877/368 BOT CHORD 2-8=-637/747,6-8=-637/747 WEBS 3-8=0/292,3-6=-803/684 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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 ft between the bottom chord and any other members. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 162 lb uplift at joint 2 and 238 lb uplift at joint 6. Joaquin Velez PE No.88182 MiTek USA,Inc.FL Cert 8834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 r it 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not tut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent 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 • Trues Truss Type Qty Ply T17841072 2057316 T11 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:02 2019 Page 1 ID:jpUKQZtkE4m3CWgeE56Qyyx9?L-3wconfgJ_v4D46gOe0pW7NfaBBi7vAS6J1ZtHLyoZVt -1-4-0 7-9-14 15-07-0 16-10-4 1-4-0 7-9-14 7-2-2 1-10-4 5x6 = 2x4 II Scale=1:37.3 5.00 12 6 5 3x6 4 2x4 3 te • 2 ma �� 9 8 13 14 3x4 3x4 = 3x6 = 7 5x6 = 9-8-4 16-10-4 9-8-4 7-2-0 Plate Offsets(X,Y)— [2:0-3-0,0-1-8],[5:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.18 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.31 9-12 >649 180 BCLL 0.0 * Rep Stress Incr YES WB 0.63 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:90 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. REACTIONS. (lb/size) 2=613/0-3-8,7=532/Mechanical Max Horz 2=246(LC 12) Max Uplift 2=-171(LC 12),7=-206(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-875/441,3-5=-682/399 BOT CHORD 2-9=-672/768 WEBS 3-9=-429/464,5-9=-477/631,5-7=-537/492 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 2 and 206 lb uplift at joint 7. Joaquin Velez PE No.88182 MiTek USA,Inc FL.Cert 6634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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/TPl1 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 T17841073 2057316 T12 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:04 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-?JjYC LsaW WKxJQpOmpr_Dokyl?P UN7H PnL2_LDyoZVr -1-4-0 6-9-14 13-0-0 16-10-4 1-4-0 6-9-14 6-2-2 3-10-4 5x6 = Scale=1:34.4 2x4 I� 4 5 5.00 12 2x4 \\ 3 • �� 2 �� ■ 11,M111 Ir 8 7 12 6 3x4 = 3x6 = 5x6 = 3x4 = 8-4-0 16-10-4 8-4-0 8-6-4 Plate Offsets(X,Y)— [4:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.13 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.19 6-8 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.42 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. REACTIONS. (lb/size) 2=613/0-3-8,6=532/Mechanical Max Horz 2=215(LC 12) Max Uplift 2=-177(LC 12),6=172(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-934/513,3-4=-779/489 BOT CHORD 2-8=-702/827,6-8=245/286 WEBS 3-8=-364/398,4-8=-406/560,4-6=-498/437 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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,with BCDL=5.Opsf. 6)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 lb uplift at joint 2 and 172 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 0904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 4 a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. hut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Duality Criteria,OSB-89 end 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 • Trues Truss Type Qty Ply 717841074 , 2057316 T13 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:05 2019 Page 1 I D:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-UV HwQhtCHgSoxaOaKWMDI0H6pPi56X2Y??oXugyoZVq -1-4-0 6-10-1 11-0-0 16-10-4 1-4-0 6-10-1 4-1-15 5-10-4 Scale:3/8"=1' 4x8 = 2x4 I I 4 5 • T 5.00 12 2x4 3 2 04 0° 1 m 1 El) 7 6 4x4 i 3x4 = 3x6 — 3x4 = 11-0-0 16-10-4 11-0-0 5-10-4 Plate Offsets(X,Y)— [2:0-3-8,0-2-5],[4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.31 8-11 >651 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.49 8-11 >405 180 BCLL 0.0 * Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. REACTIONS. (lb/size) 2=613/0-3-8,6=532/Mechanical Max Horz 2=185(LC 12) Max Uplift 2=-179(LC 12),6=-168(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-889/537,3-4=-554/323 BOT CHORD 2-8=-671/786,6-8=-341/469 WEBS 3-8=-387/397,4-8=168/392,4-6=-586/424 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 179 lb uplift at joint 2 and 168 lb uplift at joint 6. Joaquin Velez PE No.68182 Welt USA,Inc.FL Ceti 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 t i 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 ANSIITP11 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 • • T17841075 2057316 T14 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:06 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-yirJd 1 tg27afZkzntEuSIDpFso5_r3JiEfX5Q6yoZVp -1-4-0 { 5-8-11 9-0-0 16-10-4 1-4-0 5-8-11 3-3-5 7-10-4 Scale=1:30.4 4x8 = 3x4 I I 4 5 5.00 12 2x4 3 Ikv 2 1 v; 8 7 6 3x4 3x6 — 3x4 = 304 = 9-0-0 16-10-4 9-0-0 7-10-4 Plate Offsets(X,Y)— [2:0-3-0,0-1-8],[4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.12 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.21 8-11 >963 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.26 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS. (lb/size) 2=613/0-3-8,6=532/Mechanical Max Horz 2=154(LC 12) Max Uplift 2=-176(LC 12),6=174(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-950/591,3-4=-710/444 BOT CHORD 2-8=-685/847,6-8=-453/635 WEBS 3-8=-265/283,4-8=-109/345,4-6=-661/473 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 lb uplift at joint 2 and 174 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Gert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 � 1 AWARNING-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 ANSI/TPII Duality 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 T17841076 2057316 T15 Half Hip Girder 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:07 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-QuPhrNuSpRi WAuYzRxPhgRMOBC NeaPJrTJ HeyYyoZVo -1-4-0 7-0-0 11-11-2 16-10-4 1-4-0 7-0-0 4-11-2 4-11-2 Scale=1:30.7 Special 4x8 = NAILED NAILED 2x4 li NAILED NAILED 3x8 = 3 13 14 4 15 16 11 Fin 0 5.0012 :, 2 PP 0 nn I m I n11 - 111 nn 9 17 8 18 19 20 4x4 = 2x4 HNAILED 3x6 = NAILED 5x8 = NAILED NAILED 3x6 Special 7-0-0 11-11-2 16-10-4 7-0-0 4-11-2 4-11-2 Plate Offsets(X,Y)— [3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.11 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.16 9-12 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.66 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:81 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. REACTIONS. (lb/size) 6=1155/Mechanical,2=1036/0-3-8 Max Horz 2=124(LC 12) Max Uplift 6=-517(LC 9),2=-439(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1997/1047,3-4=-1501/804,4-5=1501/804,5-6=-1092/617 BOT CHORD 2-9=-1033/1782,7-9=-1041/1803 WEBS 3-9=-164/498,3-7=352/277,4-7=-572/376,5-7=-923/1721 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 517 lb uplift at joint 6 and 439 lb uplift at joint 2. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)150 lb down and 276 lb up at 7-0-0 on top chord,and 294 lb down and 164 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,6-10=10 Concentrated Loads(Ib) Joaquin Velez PE No.68182 Vert:3=-150(F)9=-294(F)13=-104(F)14=-104(F)15=-104(F)16=-104(F)17=-46(F)18=-46(F)19=-46(F)20=-46(F) MI rex USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev.10/03/2015 BEFORE USE. 11111` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 a • T17841077 2057316 T16 HALF HIP GIRDER 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:11 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-IfeCgkxztgDyfVskgnTd?HX5ApjO WD2ROxFs5JyoZVk 1 1-11-12 I 7-0-0 I 12-11-0 17-11-15 I 22-11-1 I 28-0-0 I 1-11-12 5-0-4 5-11-0 5-0-15 4-11-3 5-0-15 Scale=1:48.7 Special NAILED NAILED NAILED NAILED NAILED 5x8 = 2x4 I I 3x4 =3x6 = 4x8 = 2x4 I I 500 12 NAILED NAILED NAILED NAILED NAILED 3 18 19 4 20 21 5 6 22 7 23 24 8 n n nil E1 on nn n EU nn nnn a: 2 1 Ill slit i 13 Ii 14 25 26 58 = nn nn nr n nn nn �n 5x8 = 2x4 NAILED NAILED 12 27 28 1129 30 10 31 32 9 Special 2x4 II 6x8 = 2x4 II NAILED NAILED NAILED 6x8 = NAILED NAILED NAILED NAILED NAILED 1 1-11-12 I 7-0-0 I 12-11-0 17-11-15 22-11-1 I 28-0-0 I 1-11-12 5-0-4 5-11-0 5-0-15 4-11-3 5-0-15 Plate Offsets(X,Y)— [3:0-5-12,0-2-8],[13:0-2-12,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.29 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.46 13-14 >726 180 BCLL 0.0 * Rep Stress lncr NO WB 0.67 Horz(CT) 0.18 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:292 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, 1-3:2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13:2x4 SPM 31,4-12:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1767/0-3-8,9=1987/0-3-8 Max Horz 1=108(LC 12) Max Uplift 1=-658(LC 12),9=-837(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-675/192,2-3=-5088/2473,3-4=-6067/3011,4-5=-5879/2917,5-7=-4276/2100, 8-9=-253/165 BOT CHORD 2-14=-2408/4789,13-14=-2420/4828,4-13=-622/413,11-12=-426/838,10-11=-1370/2787, 9-10=-1370/2787 WEBS 3-14=-185/690,3-13=-632/1324,11-13=-1724/3529,5-13=-863/1701,5-11=-1240/706, 7-11=-859/1751,7-10=0/322,7-9=-3197/1572 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row 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=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 8)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 658 lb upliftat joint 1 and 837 lb uplift at Joaquin Velez PE No.88182 joint 9. MiTek USA,Inc.FL Ceti 6634 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 8904 Parke East Blvd.Tampa FL 33810 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)136 lb down and 227 lb up at Ode' 7-0-0 on top chord,and 320 lb down and 116 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is August 12,2019 ContihilapDpmtllilay of others. t mBit 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 MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent 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 Duality 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 T17841077 2057316 T16 HALF HIP GIRDER 1 • Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:11 2019 Page 2 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-IfeCgkxztgDyfVskgnTd?HX5ApjOWD2ROxFs5JyoZVk LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-16=65,3-16=-54,3-8=-54,13-15=-10,9-12=10 Concentrated Loads(Ib) Vert:3=-136(F)6=104(F)13=-46(F)4=-104(F)14=-320(F)10=-46(F)7=-104(F)18=-136(F)19=-136(F)20=-104(F)21=104(F)22=-104(F)23=-104(F)24=112(F) 25=-15(F)26=-15(F)27=-46(F)28=-46(F)29=-46(F)30=-46(F)31=-46(F)32=-48(F) � l 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 e� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent 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 Oty Ply s T17841078 2057316 T17 HALF HIP 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:12 2019 Page 1 ID:jpUKQZtkE4m3CWgeE5_6Oyyx9?L-mrCau4ybezLpHfRxEUsXU3HtD87Ff2acb_PdmyoZVj 9-0-0 12-11-0 20-5-8 28-0-0—- I 9-0-0 3-11-0 7-6-8 7-6-8 Scale=1:48.7 3x4 = 5x8 = 2x4 II 3x6 = 3x6 = 5.00 12 3 4 5 6 7 se 2 g 12 5x,2 5x8 = 2x4 II 10 9 8 3x4 II 4x8 = 3x6 II I 9-0-0 12-11-0 20-5-8 28-0-0 9-0-0 3-11-0 7-6-8 7-6-8 Plate Offsets(X,Y)— [2:0-0-7,Edge],[3:0-5-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.34 12-15 >969 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.52 12-15 >643 180 BCLL 0.0 * Rep Stress Ina YES WB 0.75 Horz(CT) 0.17 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:150 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, 1-3:2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP No.2''Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-11:2x4 SP M 31,4-10:2x4 SP No.3 6-10-14 oc bracing:11-12. WEBS 2x4 SP No.3 6-6-0 oc bracing:2-12 WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 1=895/0-3-8,8=887/0-3-8 Max Horz 1=139(LC 12) Max Uplift 1=-226(LC 9),8=-301(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-340/22,2-3=-1965/1228,3-4=-1960/1308,4-5=-1957/1310,5-7=-1329/854, 7-8=-852/581 BOT CHORD 2-12=-1242/1806,11-12=-1245/1816,4-11=-284/240,9-10=-167/303 WEBS 3-12=-79/268,9-11=-713/1060,5-11=469/649,5-9=-700/560,7-9=-942/1465 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 lb uplift at joint 1 and 301 lb uplift at joint 8. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Gert 8634 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent 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 end 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 ' T17841079 2057316 T18 HALF HIP 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:13 2019 Page 1 ID:jpUKQZtkE4m 3C WgeE5_6Qyyx9?L-F2my5QzD PHTgup?7oC W54icSodPE_7okrFkyACyoZVi 7-8-9 11-0-0 1 12-11-0 20-5-8 28-0-0 ' 7-8-9 3-3-7 1-11-0 7-6-8 7-6-8 Scale=1:48.7 5x8 = 2x4 II 3x10 = 3x6 = 2x4 II 4 5 6 7 8 5.00 12 s 4 141 2x4 3 2 _ _III Io 12 " o 13 5x13 = d 5x6 = 3x4 = 11 10 g 3x4 II 4x4 = 6x8 = 11-0-0 I 12-11-0 I 20-5-8 i 28-0-0 11-0-0 1-11-0 7-6-8 7-6-8 Plate Offsets(X,Y)— [2:0-0-15,Edge],[4:0-5-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.29 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.47 13-16 >709 180 BCLL 0.0 * Rep Stress Ina YES WB 0.66 Horz(CT) 0.17 9 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, 1-4:2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. Except: 5-11:2x4 SP No.3 4-5-0 oc bracing:2-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-9 REACTIONS. (lb/size) 1=895/0-3-8,9=887/0-3-8 Max Horz 1=169(LC 12) Max Uplift 1=-219(LC 12),9=-298(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-340/0,2-3=-2250/1477,3-4=-1713/1120,4-5=-1561/1085,5-6=-1560/1085 BOT CHORD 2-13=-1584/2143,12-13=-1043/1506,5-12=-325/270,9-10=-734/1114 WEBS 3-13=-787/663,4-13=-388/613,10-12=-623/882,6-12=-398/506,6-9=-1286/848 NOTES- 1)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing at joint(s)1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 219 lb uplift at joint 1 and 298 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cell 6834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 I e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-7073 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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?PI1 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 T17841080 2057316 T19 HALF HIP 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:14 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-j EKKJm_rAbbXWzaJLv1 Kdv9d?1jojZ2t4vTWieyoZVh 7-4-0 13-0-0 20-6-0 28-0-0 7-4-0 5-8-0 7-6-0 7-6-0 Scale:1/4"=1' 5x6 = 3x8 = 2x4 II 4 5 6 ig • (] 5.00 12 3x4 • 2 r,55z�l 12 5x1y d 5x8 = 2x4 II 10 9 8 16 7 3x4 4x4 = 6x8 = 7-4-0 12-11-0 20-6-0 26-0-0 7-4-0 5-7-0 7-7-0 7-6-0 Plate Offsets(X,Y)— 14:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.24 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.35 12-15 >947 180 BCLL 0.0 * Rep Stress Incr YES WB 0.72 Horz(CT) 0.15 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26*Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, 4-6:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. Except: 2-11:2x4 SP M 31,4-9:2x4 SP No.3 10-0-0 oc bracing:9-11 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 JOINTS 1 Brace at Jt(s):12 REACTIONS. (lb/size) 1=896/0-3-8,7=888/0-3-8 Max Horz 1=199(LC 12) Max Uplift 1=-229(LC 12),7=-293(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-340/0,2-3=2332/1508,3-4=-1486/956,4-5=-1301/928 BOT CHORD 2-12=-1658/2201,11-12=-1658/2201,4-11=-105/309,7-8=-639/945 WEBS 3-11=-971/783,8-11=-547/764,5-11=-347/424,5-7=-1155/783 NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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,with BCDL=5.0psf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 229 lb uplift at joint 1 and 293 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 0834 8904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 l r 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 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,Alexandra,VA 22314. Tampa,FL 36610 JobTravis Truss Type Qty Ply TI7841081 2057316 T20 Half Hip 1 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:16 2019 Page 1 ID:jpU KQZtkE4m3C WgeE5_6Qyyx9?L-fdS5jS?5hCrEIGkiTK3oiKEwwgPIBYgAXDydnXyoZVf -1-4-0 7-9-14 15-0-0 21-4-4 28-0-0 1-4-0 7-9-14 7-2-2 6-4-4 6-7-12 Scale=1:48.9 5x8 5.00 12x4 II 4x4 = 5 6 7 :_ o 3x6 i 2x4 \, 4 0 14, effr _ 2 — d11 rp ri l 4 I >Q - ---- P-3 11 10 15 16 9 17 8 3x6 = II 404 = 3x10 = 3x4 = I 11-0-0 21-4-4 26-0-0 11-0-0 10-4-4 6-7-12 Plate Offsets(X,Y)— [5:0-3-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.36 9-11 >923 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.48 9-11 >701 180 BCLL 0.0 * Rep Stress Incr YES WB 0.39 Horz(CT) 0.04 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-0 oc bracing. WEBS 1 Row at midpt 5-9,7-9 REACTIONS. (lb/size) 8=889/0-3-8,2=968/0-3-8 Max Horz 2=246(LC 12) Max Uplift 8=-290(LC 9),2=-273(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-1777/1099,3-5=-1467/933,5-6=-750/515,6-7=-750/515,7-8=-863/616 BOT CHORD 2-11=-1277/1600,9-11=-741/988 WEBS 3-11=-459/491,5-11=-347/542,5-9=336/319,6-9=-395/329,7-9=-706/1028 NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;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,with BCDL=5.Opsf. 5)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 290 lb uplift at joint 8 and 273 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. NB Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent 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. Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply a 717841082 2057316 T21 GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:17 2019 Page 1 ID:jpUKQZtkE4m3CWgeE5_6Qyyx9?L-7pOTxoOkSWz5NOJu12a1 EYnCvEwDw58JmtiAJzyoZVe _ -1-4-0 4-10-12 1-4-0 4-10-12 2x4 I I Scale=1:12.5 4 5 4.00 12 2x4 I I 3x4 . 3 r �•SII r 1 " 3x6 = 4x8 = 7 2x4 II 2x4 11 8 I - 5-0-4 ----- I 5-0-4 Plate Offsets(X,Y)— [2:0-9-4,0-1-7],[2:0-9-4,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 7-12 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.06 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:23 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD 2x4 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) 2=243/0-3-8,7=140/Mechanical Max Horz 2=104(LC 8) Max Uplift 2=-245(LC 8),7=148(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left 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)Gable studs spaced at 1-4-0 oc. 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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 245 lb uplift at joint 2 and 148 lb uplift at joint 7. Joaquin Velez PE No.88182 MITek USA,Inc.FL Cert 8634 0904 Parke East Blvd,Tampa FL 33610 Date: August 12,2019 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 IIII a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent 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 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 T17841083 2057316 T22 Monopitch 3 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:17 2019 Page 1 ID:jpUKQZtkE4m3CWgeE5_6Qyyx9?L-7p0TxoOkSVVz5NQJu12a1 EYnCeEuiw58JmtiAJzyoZVe -1-4-0 5-0-4 1-4-0 5-0-4 2x4 I I Scale=1:14.4 3 4 4.00 12 • 2 d 1 kill 6 3x4 = 2x4 II 5 5-0-4 5-0-4 Plate Offsets(X,Y)— [2:0-1-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.08 6-9 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.07 6-9 >857 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. 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) 2=237/0-3-8,6=148/Mechanical Max Horz 2=85(LC 8) Max Uplift 2=-174(LC 8),6=-117(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=26ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'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. 4)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 117 lb uplift at joint 6. Joaquin Velez PE No.S8182 MiTek USA,Inc.FL Cart 8834 6904 Parke East Blvd.Tampa FL 39610 Date: August 12,2019 t r A WARNING-Verify 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 T17841084 2057316 TF01 FLOOR 1 2 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.240 s Jul 14 2019 MiTek Industries,Inc. Mon Aug 12 14:27:18 2019 Page 1 ID:jpUKQZtkE4m3C WgeE5_6Qyyx9?L-b?Zr881 MDp5y?au4a15GnIJIreAvfRkT?XRjrQyoZVd 3-2-9I 6-3-6 I 9-0-2 [ 12-4-15 I 15-7-8 3-2-9 3-0-13 3-0-13 3-0-13 3-2-9 Scale=1:26.4 2x4 II 5x12 = 2x4 II 5x12 = 3x4 II 4x12 = 1 2 3 13 14 4 5 6 C v -----"----------9----'_------------------' -0— • o e kol0 �� „ 10 9 8 3x4 II 10x14 = 2x4 II 5x12 = 2x4 II 5x8 = 3-2-9 6-3-6I 9-4-2 I 12-4-15 I 15-7-8 3-2-9 3-0-13 3-0-13 3-0-13 3-2-9 Plate Offsets(X,Y)— [5:0-3-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.21 9-10 >858 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.29 9-10 >624 240 BCLL 0.0 Rep Stress lncr NO WB 0.48 Horz(CT) 0.05 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7,1-11,5-9,3-11,3-9:2x4 SP M 31 REACTIONS. (lb/size) 12=3793/0-3-0,7=4667/0-7-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-3595/0,1-2=7893/0,2-3=-7893/0,3-4=-13789/0,4-5=-13789/0,5-6=-426/0, 6-7=-979/0 BOT CHORD 11-12=0/358,10-11=0/13416,9-10=0/13416,8-9=0/9154,7-8=0/9154 WEBS 5-7=-9380/0,1-11=0/8098,2-11=-873/0,5-9=0/4982,3-11=-5937/0,4-9=1954/0, 3-9=0/400 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: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)All bearings are assumed to be SP No.2 crushing capacity of 565 psi. 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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-3=335,3-14=210,6-14=-595,7-12=10 Concentrated Loads(Ib) Vert:13=-1440 Joaquin Velez PE No.63182 MiTek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33610 Date: August 12,2019 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 is always required for stability and to prevent 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 BCS/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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION _ 4 1 3/4" Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property dimensions shown in ft-in-sixteenths a offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�AEDimensions are in ft-in-sixteenths. rrik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0-/16 4 wide truss spacing,individual lateral braces themselves 1 may require bracing,or alternative Tor I bracing should be considered. O I� f(::15°11 1116L111111EILIPFIA. !la- 3. Neverexceed the design loading shown and never d stack materials on inadequately braced t asses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cos ce-� cs-s designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- ''+fi'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 locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate to.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without p or (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. LIMO reaction section indicates joint 1111111 IMIN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMI project engineer before use.,: 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. snot sufficient. BCSI: Building Component Safety Information, MiTeka 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 • __ ,101. MiTek. MiTek USA, Inc. 6904 Parke East Blvd. Tampa,FL 33610-4115 May 25, 2018 TO WHOM IT MAY CONCERN; RE: MiTek 20/20 drawings showing continuous lateral bracing or "T" bracing on interior webs and chords. Truss design drawings designed using MiTek 20/20 software show the bracing to be located on a side of the member needing to be braced. The actual side of the member where the brace is to be located does not change the design. If the brace cannot physically be placed on the side of the member as the drawings show, then place the brace on the member at the same location except attach it to the opposite edge. If we can be of any further assistance in this matter, please feel free to contact our office. Sincerely, )21*---41 Michael Magid, PE AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 I II I ® MiTek USA,Inc. Page 1 of 1 =ED _ Note:T-Bracing/I-Bracing to be used when continuous lateral bracing /J ono is impractical. T-Brace/I-Brace must cover 90%of web length. (�1Lu Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Incwebs to continuous lateral braced webs. LE,-'REI1[IC 0 Brace Size A Wok Affiliate for One-Ply Truss Nailing Pattern T-Brace size Nail Size Nail Spacing Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 10d(0.131"X 3") 6"o.c. Web Size 1 2 Note: Nail along entire length of T-Brace/I-Brace 2x3 or 2x4 2x4 T Brace 2x4 I Brace__ (On Two-Ply's Nail to Both Plies) 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size for Two-Ply Truss k ,, Specified Continuous k Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace A- 2x6 2x6 T-Brace 2x6 I-Brace WEB 2x8 2x8 T-Brace 2x8 I-Brace k T-Brace/ I-Brace must be same species k and grade(or better)as web member. T-BRACE Nails Section Detail v T-Brace A Web Nails p I Web lr1 I-Brace Mal Nails AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE I ID ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM TRUSS WEB FORCE(Ibs.)(See note 7) 'of 3 BRACE r 'o' 24"O.C. 48"O.C. 72"O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MiTek USA,Inc. A B C D A 1 B 1 C 1 D C D � e�REKIC 10'-0" 1610 1886 1886 2629 , REINC NITak Affiliate ,2'-0" 1342 1572 1572 2358 - 3143 I 3143 4715 4715 7074 14'-0" 1150 1347 1347 2021 16-0" 1006 1179 1179 1768 2358 2358 3536 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1 1886 1 2829 *Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/ORAL.CEILING DIAPHRAGM.THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER,AS THE LATERAL BRACE MATERIAL,AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4#2 SRB(DF,HF,SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5")FOR I a4 BRACES,2-10d(0.131"x 3")FOR 24 and 2x4 BRACES,AND 3-104(0.131"4")FOR 216 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d(0.131"X2.5")NAILS FOR 1x4 LATERAL BRACES, 2-10d(0.131"x3")NAILS FOR 2X3 and 2x4 LATERAL BRACES,AND 3-10d(0.131X1-)FOR 2x6 LATERAL BRACES. B 2 X 3#3,STD,CONST(SPF,DF,HF,OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT C 2 X 4#3,STD,CONST(SPF,DF,HF,OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING,INSTALLING&BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. www.sbclndusiry.com and www.lpinst.org D 2 X 6 43 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL.=1.15 FOR STABILIZERS: FOR A SPACING OF 24"O.C.ONLY,MITEK'STABILIZER"TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A,B.C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE.WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER" TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE ', ik‘ .,.,,,,,:z4, ,, '� \`/�I : CONTINUOUS LATERAL RESTRAINT Al ,,, _..ci, 7 -104 NAILS ,,,,,,,,,,z, ,,,z,,,,,i,,,;4-z 000041 �� (SEE NOTE 4) ISI • `•0/4yI . 4* 111111111t :I TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here is just one method that can be used to provide stability against web buckling. • AUGUST 1, 2016 SCAB-BRACE DETAIL Mil-SCAB-BRACE II�ED O MiTek USA,Inc. Page 1 of 1 1 0 Note: Scab-Bracing to be used when continuous 10 lateral bracing at midpoint(or T-Brace) is impractical. MiTek USA,Inc. Scab must cover full length of web+/-6". 1 _ ENGINEEREDEBY LEJ REIM Wok Affiliate k"THIS DETAIL IS NOT APLICABLE WHEN BRACING IS "' REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d(0.131"X 3") NAILS SPACED 6"O.C. SCAB MUST BE THE SAME GRADE,SIZE AND SPECIES(OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE=2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE ` 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF#3 Nails / Section Detail ®-EScab-Brace Web Scab-Brace must be same species grade (or better) as web member. • AUGUST 1, 2016 STANDARD REPAIR TO REMOVE END MII-REPO5 VERTICAL (RIBBON NOTCH VERTICAL) I ii I ® MiTek USA,Inc. Page 1 of 1 DEED1.THIS ISA SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL " INTENTION.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO DVERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED u REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. MiTek USA, Inc. 2.ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE 1, ENGINEERED BY APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. REI1[C 0 3.THE END SUCH AS TTO AVOID SPLITTING OISTANCE,EDGE F'THE WOOD CE,AND SPACING OF NAILS SHALL BE ANT*Affiliate 4.LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 4X ORIENTATION ONLY. 6.CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 500#MAXIMUM WALL 500#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE TRUSSES BUILT REFER TO INDIVIDUAL WITH 4x2 MEMBERS TRUSS DESIGN FOR PLATE SIZES AND ►. LUMBER GRADES I ►M - iiMi ■\ ■ _= -= DO NOT OVERCUT DO NOT OVERCUT _ I A/ ■ ■. Miniii= IIMI HIM 1 1/2" ► 1 1/2" 4000#MAXIMUM WALL 4000#MAXIMUM WALL LOAD FROM ABOVE LOAD FROM ABOVE 7 1 I REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND TRUSSES BUILT LUMBER GRADES WITH 4x2 MEMBERS OM IMI IMIE IIMMIIIMI Edi -Me" _0P DO NOT OVERCUT ri raw \ 7ra !/ DO NOT OVERCUT IA /� -NM /.I _%/.I1 ►M ►�N r 1 1/2" e 1 1/2" ATTACH 2x4 SQUASH BLOCK(CUT TO FIT TIGHTLY) TO BOTH SIDES OF THE TRUSS AS SHOWN WITH 10d(0.131"X 3") NAILS SPACED 3"O.C. • AUGUST 1, 2016 Standard Gable End Detail MII-GE130-D-SP �JEU O MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud I II== E3Vertical Stud DIAGONAL X->< (4)-16d Nailstl ace MiTek USA,Inc. �,— ENGINEERED BVr �` 16d Nails REIIIIC SECTION B-B e/ Spaced 6"o.c. A YTek Affiliate /—;•,�:= (2)-10d Nails into 2x6 .MKS 2x6 Stud or DIAGONAL MAX BRACE 4'-0"O.C. TRUSS GEOMETRY AND CONDITIONS • i R 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace Nailed To 2x_Verticals SECTION A-A w/(4)-10d Nals 2x4 Stud 2x4 PROVIDEBLOCKING BETWEEN THE FIRST41, 1Varies to Common Truss TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. e.or 4W...4W%%%%/!!zr!!!//x%/ A; SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. iiiiiminim iiii I il �` SHEATHING -A ( T X 2.4")TDISS MINIMUM,PLYWOO D 3x4= STING TO 2x4 STD SPF BLOCK : n %/////////// ////M ,AIrdrdr * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max is=:I LtI Alar / 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" ��- `�\� 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. (2)-1l / X WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. NAILS/ fic.• (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / ', ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. �. 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB 0-- �� / OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. , /Trus--S @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A r . 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2 6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Dlag. Brace V ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. if needed d__, TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall 71 HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 3-9-13 4-1-1 5-9-6 7-1-3 11-5-7 2x4 SP No.3/Stud 16"O.C. 3-5-4 3-6-8 5-0-2 6-10-8 10-3-13 2x4 SP No.3/Stud 24"O.C. 2-9-11 2-10-11 4-1-1 5-7-6 8-5-1 X Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE D ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail MII-GE130-SP i I II 1 ® MiTek USA,Inc. Page 1 of 2 DEEDTypical_x4 L-Brace Nailed To 2x Verticals W/10d Nails spaced 6"o.c. Vertical Stud Vertical Stud (4)-16d Nails , ` DIAGONAL . V ` BRACE MiTek USA,Inc. rm �` NGIN •er 16d Nails �` Spaced 6"o.c. YREII c 0 SECTION B-B e► A Wok Affiliate 7-� ��' (2)-10d Nails into 2x6 Me 2x6 Stud or DIAGONAL BRACE1. TRUSS GEOMETRY AND CONDITIONS •M 2x4 No.2 of better 4'-0"O.C.MAX SHOWN ARE FOR ILLUSTRATION ONLY. ref!\ Typical Horizontal Brace �� Nailed To 2x_Verticals SECTION A A w/(4)-10d Nails 2x4 Stud 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST �• Ill"© TWO TRUSSES AS NOTED. TOENAIL BLOCKING ii TO TRUSSES WITH(2)-10d NAILS AT EACH END. /iI//////iI//�///////////////////AII 'Ii1 SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH yDRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. �• (4)-8d(0.131"X )NAILS MINIMUM,PLYWOOD iii, 3x4= SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B NOTE: 24"Max i; IMMIN N ►J/r/♦O 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" °�♦_ \`�C/ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND (2)-10 WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. Max. NAILS] IIW (2)-10d NAILS 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / ,'r ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ♦♦♦ 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB __ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. / ♦♦ /TrUS' -s @ 24" O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ♦♦ DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 0•. / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 2z6 DIAGONAL BRACE SPACED 48"O.C. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace -/ATTACHED TO VERTICAL WITH(4)-16d (REFER TO SECTION A-A) at 1/3 point • NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS 11240. if needed •'_; TO BLOCKING WITH(5)-10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. I 1- 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wall HORIZONTAL BRACE 06-01-13 BY SPIB/ALSC. (SEE SECTION A-A) 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No.3/Stud 16"O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No.3/Stud 24"O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • JANUARY 6, 2017 Standard Gable End Detail 1 MII-GE140-001 I II I ® MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To , =LID 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud i ioo n Vertical Stud (4)-16d Nails DIAGONAL �] _ , RACE 1.' MiTek USA,Inc. � . ENGINEERED BY 16d Nails RENCIF SECTION B-B e► ` Spaced 6"o.c. A YRAc Anat. l------11.-1,�; (2)-10d Nails into 2x6 Mir 2x6 Stud or DIAGONAL BRACE No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY.• Typical Horizontal Brace .2Nailed To 2x Verticals SECTION A A w/(4)-10d Nails 2x4 Stud 12 didlibir©� Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING Tror,,/!m%!/!!!Azr!!!!!AZ%/////A: SEE INDIVIDUAL MITEK ENGINEERING ATTACHO DIAGONAL TRUSSES WITH(BRAC- �TO IBLOCKING WITHLS AT EACH D DRAWINGS FOR DESIGN CRITERIA (5)-10d NAILS. AI I I I �y ��L` 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD I �,I SHEATHING TO 2x4 STD DF/SPF BLOCK ///////////////////M///I. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathin. Refer to Section A-A to Section B-B 24"Max MIIIIIIW��,\` 1.NOTE:MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3" (2)-10f�" I �• 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max NAILS/ p� • r (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. / ,' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / � BRACING OF ROOF SYSTEM. ij .�� / J 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB � /Trus- -s @ 24° O.C. OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF �� / DIAPHRAM AT 4'-0"O.C. _. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Dlag. Brace /ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) if needed 0--, TO BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ; HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND = (SEE SECTION A-A) NAILS DESIGNATED 16d ARE(0.131"X 3.5") 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 DF/SPF Std/Stud 12"O.C. 3-10-1 3-11-7 5-7-2 7-8-2 11-64 2x4 DF/SPF Std/Stud 16"O.C. 3-3-14 3-5-1 4-10-2 6-7-13 9-11-11 2x4 DF/SPF Std/Stud 24"O.C. 2-8-9 2-9-8 3-11-7 5-5-2 8-1-12 Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM WIND SPEED=140 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. • AUGUST 1, 2016 Standard Gable End Detail MII-GE170-D-SP I =CD ® MiTek USA,Inc. Page 1 of 2 Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud ,o F—F1 Vertical Stud 4 -16d Nails ` 2X6 SP OR SPF No.2 \ki .„,/le7 ( ) , ` DIAGONAL BRACE MiTek USA, Inc. ` �r f �`ENGINEERED BY - ` 16d Nails RDNCSECTION B-B e� Spaced 6"o.c. A MiTek Affiliate /--_ __.1� DIAGONAL BRACE (2)-10d Nails into 2x6 MIN 4'-0"O.C.MAX ILI 2X6 SP OR SPF No.2 TRUSS GEOMETRY AND CONDITIONS `\Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. Nailed To 2x4 Verticals w/(4)-10d Nails SECTION A-A 2XSP OR SPF No.2 'Ii ihit Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST % AM%/////t%i/////!%i/////A%%/////A; SEE INDIVIDUAL MITEK ENGINEERINGiiii TWO TRUSSES AS NOTED. TOENAIL BLOCKING ' TO TRUSSES WITH(2)-10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH �yNAILS. ��N� 3x4= (4)-8d(0.131"X 2.5")NAILS MINIMUM,PLYWOOD A' n I, im SHEATHING TO 2x4 STD SPF BLOCK %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B Roof Sheathing NOTE: 24"Max 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. I� �l t 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND j� `�� WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. • Vx, 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max1 (2)-10 !I ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT NAILS/ I��• (2)-10d NAILS BRACING OF ROOF SYSTEM. / �� 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 / . OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0- ��• / DIAPHRAM AT 4'-0"O.C. /Trus' -s @ 24" O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL +� / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH(4)10d NAILS THROUGH 2x4. Diag. Brace (REFER TO SECTION A-A) at 1/3 points 4 2x6 DIAGONAL BRACE SPACED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 48"O.C.ATTACHED TO VERTICAL WITH 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed \_ (4)-16d NAILS, AND ATTACHED TO 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR BLOCKING WITH(5)-10d NAILS. TYPE TRUSSES. 10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. HORIZONTAL BRACE 11.NAILS DESIGNATED 10d ARE(0.131"X 3")AND End Wall ,� NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species -- and Grade Maximum Stud Length 2x4 SP No.3/Stud 12"O.C. 3-9-7 5-8-8 6-11-1 11-4-4 2x4 SP No.3/Stud 16"O.C. 3-4-12 4-11-15 6-9-8 10-2-3 2x4 SP No.3/Stud 24"O.C. 2-9-4 4-0-7 5-6-8 8-3-13 2x4 SP No.2 12"O.C. 3-11-13 5-8-8 6-11-1 11-11-7 2x4 SP No.2 16"O.C. 3-7-7 4-11-5 6-11-1 10-10-5 2x4 SP No.2 24"O.C. 3-1-15 4-0-7 6-3-14 9-5-14 X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 6"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. T or I braces must be 2x4 SPF No.2 or SP No.2. MAX MEAN ROOF HEIGHT=30 FEET EXPOSURE D ASCE 7-10 170 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. AUGUST 1, 2016 Standard Gable End Detail MII-GE180-D-SP I II I ® MiTek USA,Inc. Page 1 of 2 =DD Typical 2x4 L-Brace Nailed To 0 2x4 Verticals W/10d Nails spaced 6"o.c. Vertical Stud I I== DVerticalStud (4)_16d Nails lei 2X6 O OR SPF E 2 IL_�1 . DIAGONAL BRACE MiTek USA,Inc. 1A/ rri ENGIN ER "B -� �` 16d Nails .i REIM. D SECTION B-B e r Spaced 6"o.c. A Welt Affiliate /--� ,>' DIAGONAL BRACE (2)-10d Nails into 2x6 ■�� .,, • 2X6 SP OR SPF No.2 4'-0"O.C.MAX . TRUSS GEOMETRY AND CONDITIONS �m Typical Horizontal Brace SHOWN ARE FOR ILLUSTRATION ONLY. YP Nailed To 2x4 Verticals w/(4)-10d Nails 12 SECTION A-A 2X4 SP OR SPF No.2 AlA� lairi Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST s„,„e.„„„,//Ir_.„„,/I/� /i; SEE INDIVIDUAL MITEK ENGINEERING TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH(2)T. lOd NAILS AT EACH END. Adi /,, ATTACH DIAGONAL BRACE TO BLOCKING W ITH (5)-10d NAILS. iii,.., 3x4= (4)-8d(0.131”X 2.5")NAILS MINIMUM,PLYWOOD %'%"'" ./ AUGUST 1, 2016 STANDARD PIGGYBACK MII-PIGGY-7-10 TRUSS CONNECTION DETAIL I II I ® MiTek USA,Inc. Page 1 of 1 ED MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET MAX TRUSS SPACING=24"O.C. i, CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). `��RENIC 0 ADDITIONAL CONSIDERATIONS BY BUILDING U ENGINEER/DESIGNER ARE REQUIRED. A UlTak Affiliate E A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. I SHALL BE CONNECTED TO EACH PURLIN WITH(2)(0.131"X 3.5")TOE-NAILED. A B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2) (0.131"X 3.5")NAILS EACH. '' D-2 X_X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ■ ON INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. ,_, ■� liMi In_6 SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING ina mi -�®WLC,, IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH ■m ii�pi' DIRECTIONS AND: 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ''. 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM C PIGGYBACK SPAN OF 12 ft. E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C.W/(4)(0.131"X 1.5")NAILS PER MEMBER.STAGGER NAILS FROM OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REQ.REGARDLESS OF SPAN) B D `fit.__-- WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: 'Ali -"I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On � <', \ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE ` I TRUSS MITEK DESIGN DRAWING. \ \\\\� Al . __.�ilt � SCABOCONNECTION PER \ \ j` NOTE DABOVE / Mk ` `!�� I� , Mk IpII��, i ,„,, ,..,,,, This sheet is provided as a Piggyback connection �� FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only.Building Designer is responsible for all \ EACH FACE OF TRUSSES AT 48"O.C.W/(4)(0.131"X 1.5")PER MEMBER. permanent bracing per standard engineering practices or �.� STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint \ .\ and diagonal bracing requirements. ,• VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP mg. AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF / TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ■„D BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. � 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. • STANDARD PIGGYBACK MII-PIGGY-ALT AUGUST 1, 2016 TRUSS CONNECTION DETAIL 7-10 1 II I ® MiTek USA,Inc. Page 1 of 1 =OD MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT=30 FEET 0o MAX TRUSS SPACING=24"O.C. I to CATEGORY II BUILDING D EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES [r_ ENGNREEEREDBY TRANSFERING DRAG LOADS(SHEAR TRUSSES). KiC ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A YRak Affiliate - — A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. E SHALL BE CONNECTED TO EACH PURLIN WITH(2)0(0.131'X 3.5")TOE-NAILED. B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. A C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH(2)(0.131"X 3.5")NAILS EACH. �' D-2 X X 4'-0"SCAB,SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,MIN GRADE#2,ATTACHED TO ONE FACE,CENTERED ON '. INTERSECTION,WITH(2)ROWS OF(0.131"X 3")NAILS @ 4"O.C. ■ ■ SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING LVIN �L ��L1�. IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH IMWi En,ti��I�\NW1/ DIRECTIONS AND: ■� 414 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR ' 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft. C ', E-FOR WIND SPEED IN THE RANGE 126 MPH-160 MPH ADD 9"x 9"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 48"O.C.OR LESS.ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS) B 0 N WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: \��{ mi�l REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH PLYWOOD '�il�;i�l ANI\liiii � GUSSETS AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE ;\ ITRUSSTOP K DSI N DRAWING. SPACING SHOWN ON BASE �\ I1\\ TRUSS MITEK DESIGN DRAWING. _ \I\ \� --77,. .....7.----...'—'774,..f y� SCAB CONNECTION PER ��1 F..‘ ...,A... NOTE D ABOVE / \ �U -�� 1 ` � tom\NI `I`, '� II J21 %■" \'`i1 \\ This l sheet is providedngasia Piggyback connectionfr �� 7"x 7"x 1/2"PLYWOOD(or 7/16"OSB)GUSSET EACH SIDE AT 24"O.C. detail only.Building Designer is responsible for all \ ATTACH WITH 3-6d(0.113"X 2")NAILS INTO EACH CHORD permanet bracing per standard engineering practices or // FROM EACH SIDE(TOTAL-12 NAILS) refer to BCSI for general guidance on lateral restraint `..\ and diagonal bracing requirements. , VERTICAL WEB TO EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP MSP AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4'-0"SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW ■„a BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, 8 NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. AUGUST 1, 2016 STANDARD REPAIR DETAIL FOR BROKEN CHORDS,WEBS MII-REPO1 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES I MiTek USA,Inc. Page 1 of 1 =LID TOTAL NUMBER OF NAILS EACH SIDE MAXIMUM FORCE(lbs)15%LOAD DURATION u , oo OF BREAK' X SP DF SPF HF 'tom INCHES a2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 MiTek USA,Inc. 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 ENGINEERED BY REINC7 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 A MITA Affiliate 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS(CENTER ON BREAK OR SPLICE)WITH 1.Od(0.131"X 3")NAILS (TWO ROWS FOR 2x4,THREE ROWS FOR 2x6)SPACED 4"O.C.AS SHOWN. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN.0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK(C)SHALL NOT EXCEED 12".(C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED(L)IS CALCULATED AS FOLLOWS: L=(2)X+C M‘‘A ,I0 2` - ,,,FF- BREAK ii,•10d NAILS NEAR SIDE +10d NAILS FAR SIDE M\‘4 TRUSS CONFIGURATION T. AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY / 11°' Ci X"MIN 6"MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6"FROM ANY INTERIOR JOINT(SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN.THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED.THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED,THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE,EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP I II I ® MiTek USA,Inc. Page 1 of 1 =IDD NOTES: 1. OE-NAILS SHAMUST VELFULL WOOD SU PORT. ANDBE DRIVEN AT AN ANLE OF 45 DEGREES WITH THE MEMBER A (NAIL MUST BE DRIVEN THROUGH AND ,o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. Eb 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. i_ ENGINEERED 8Y RBNC T THIS DETAIL APPLICABLE TO THE AMTak Affiliate THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY O .131 88.0 80.6 69.9 68.4 59.7 Z .135 93.5 85.6 74.2 72.6 63.4 in .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW cl (2x3) 2 NAILS Z .128 74.2 67.9 58.9 57.6 50.3 ,- .131 75.9 69.5 60.3 59.0 51.1 l'Al SIDE N .148 81.4 74.5 64.6 63.2 52.5 ,�, NEAR SIDE cn ME VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (2x4) x6) 4 (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 3 NAILS 4 NAILS For load duration increase of 1.15: WA NEAR SIDE i NEAR SIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity WA NEAR SIDE i NEAR SIDE M NEAR SIDE 1 NEAR SIDE 1 NEAR SIDE ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 60° 30°TO 60° 45.00° 45.00° `�, 45.00° '---7/ IIAI /J AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND1 I II 1 ® MiTek USA,Inc. Page 1 of 1 SADOGENERAL SPECIFICATIONS I 11 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND � �ENGINEERED BY SECURE PER DETAIL A _ REN C 0 GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE A kink Affiliate OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. IIT I 11 tr I it——y,— — II I II II II , II II I II II II , II 11 II I II I ,I �1 II I 't I II 1 I II I II I I II I rlj1 I I I Iti 1 I I II I II � I I l; BASE TRUSSES VALLEY TRUSS TYPICAL , . VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P OR GIRDER TRUSS -.1iiiiiiiiiiiiiiii 7. r YI SEE DE A BELOWTAIL(TYP.)\LI11 . SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10 160 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ik I ATTACH 2x4 CONTINUOUS NO.2 SP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) 444 , ....-----------1 MINIMUM REDUCED DEAD LOAD OF 6 PSF _.1.,_ -..,.% g ON THE TRUSSES DETAIL A (NO SHEATHING) N.T.S. AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY HIGH WIND2 =ED O MiTek USA,Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1 1== 1.NAIL SIZE 10d(0.131"X 3") 2.WOOD SCREW=4.5"WS45 USP OR EQUILIVANT 3.INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. MiTek USA,Inc. GABLE END,COMMON TRUSS 4.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND Lr1 OR GIRDER TRUSS SACCORDANCE WITH THE AAIR�k AffiliateINDIVIDUAL DESIGN DRAWINGS. S AS PER DETAIL A 6.NAILING DONE PER NDS-01 L1 REIIIIC(� 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. .. -- . _ ._ 5.BRACE VALLEY WEBS IN— I II ,I 11 I, I, II II II II II '' 1 11 II I' '1 4 1 , ii r1 ' 11 1I ,1 it 1 1 11 I 1 I I I r l BASE TRUSSES VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P OR GIRDER TRUSS rl/\ i TAIL W(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d -" Ka ............440....4 . .. NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS NO.2 SP EXPOSURE C TO THE ROOF W/TWO USP WS45(1/4"X 4.5") WIND TOPDUCHORD TOTALOLOAD INCREASEAD=50PSF:1.60 WOOD SCREWS INTO EACH BASE TRUSS. MAX AIG= LOAD=ANDVA MAX SPACING=24"O.C.(BASE VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF � l ON THE TRUSSES ,._,A.,_ ,..._-.., .•, t.. ♦� X1.5"Max AUGUST 1, 2016 TRUSSED VALLEY SET DETAIL MII-VALLEY SP I II 1 ® MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS i o0 II j 1.NAIL SIZE 16d(0.131"X 3.5") lug 2.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A MiTek USA, Inc. 3.BRACE VALLEY WEBS IN ACCORDANCE WITH THE a _ INDIVIDUAL DESIGN DRAWINGS. xvi GABLE END,COMMON TRUSS 4.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING OR GIRDER TRUSS EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. AYITak Affiliate / 5.NAILING DONE PER NDS-01 6.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 7.ALL LUMBER SPECIES TO BE SP. 11 0 II II .,11 I ' ti N I I; II it i ;I 1, II ' r ,I r 4, I BASE TRUSSES o VALLEY TRUSS TYPICAL VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P 11P OR GIRDER TRUSS SEE DETAIL VALOWTYP.1 !I) SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS 6"O.C. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH WIND DESIGN PER ASCE 7-10 150 MPH ATTHE 2x4 CONTINUOUS N0.2 SP MAX MEAN ROOF HEIGHT=30 FEET A TOT THE ROOF W/TWO 1 d N .2S ROOF PITCH=MINIMUM 3/12 MAXIMUM 10/12 II INTO EACH BASE TRUSS. CATEGORY EXPOOSURE C BUILDING C OR B WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=60 PSF "%,,,,� MAX SPACING=24"O.C.(BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.2 PSF 4414 ��"'�„� ON THE TRUSSES ,Iil. DETAIL A (MAXIMUM 1” SHEATHING) N.T.S. TRUSSED VALLEY SET DETAIL MII-VALLEY AUGUST 1, 2016 (HIGH WIND VELOCITY) I I O NOTE:VALLEY STUD SPACING NOT MiTek USA,Inc. Page 1 of 1 =ODTO EXCEED 48"O.C. SPACING i== I I o0 �a MiTek USA,Inc. ITN ENGIN II .BY _ sRDNCo A ABTA Affiliate , friiqk •, 1 4 1 4 ' FOR BEVELED BOTTOM ' ` CHORD,CLIP MAY BE APPLIED TO EITHER FACE 1, I l 4‘* . 'illii CLIP MAY BE APPLIED II) .. 10440:- TO THIS FACE UP TO ' A MAXIMUM 6/12 PITCH ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH VA USP RT7 OR EQUIVALENT — wAw El WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPHIlh WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C NON-BEVELED BOTTOM CHORD WIND DURATION OF LOAD INCREASE : 1.6 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED VA WITH A MAXIMUM UNBRACED LENGTH OF BEIM 2'-10"ON AFFECTED TOP CHORDS. NON-BEVELED i- BOTTOM CHORD NOTES: -SHEATHING APPLIED AFTERIII INSTALLATION OF VALLEY TRUSSES -THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. (MAXIMUM 12/12 PITCH) AUGUST 1, 2016 Standard Gable End Detail ' MII-GE146-001 �� ® MiTek USA,Inc. Page 1 of 2 Typical_x4 L-Brace Nailed To 00 2x_Verticals W/10d Nails spaced 6"o.c. Vertical Stud I 100 Vertical Stud (4)-16d Nails , ` DIAGONAL . jr/// BRACE MiTek USA,Inc. 1�'� � �—// NGN n .ev �� 40 16d Nails RDNCSECTION B-B e, Spaced 6"o.c. A urrek Affiliate r-�,':> (2)-10d Nails into 2x6 KIK 2x6 Stud or DIAGONAL BRACE •M2x4 No.2 of better 4'-0"O.C.MAX TRUSS GEOMETRY AND CONDITIONS r=r SHOWN ARE FOR ILLUSTRATION ONLY. Typical Horizontal Brace A• ir Nailed To 2x_Verticals SECTION A A w/(4)-10d Nails 2x4 Stud ,.©Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING ear....-��xier Az AZiriiiiiC SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH(2) 10d NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH e (5)-10d NAILS. ��y` 3x4= (4) THIINGITO 2x4 STDISP LS BLOCK INIMUM,PLYWOOD 1ail c %/////////////////////////. * -Diagonal Bracing ** -L-Bracing Refer Roof Sheathing Refer to Section A-A to Section B-B -24 Max rt-r�:VL' EW NOTE: 1 -3 _♦♦♦ r'\ (2)- 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 10A 1 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND Max. NAILS' r� (2)-10d NAILS WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. �.♦ 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. / 44 ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ♦♦♦ 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: ♦ / ♦ /Trus es @ 24" o.c. 2x4 No 3/STUD SP OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. ♦ 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF ♦ / DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A r 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / 6 DIAGONAL BRACE SPACED 48"O.C. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. Diag. Brace v ATTACHED TO VERTICAL WITH(4)-16d ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. at 1/3 point NAILS AND ATTACHED (REFER TO SECTION A-A) 0 BLOCKING WITH(5)-10d NAILS. 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. if needed I 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall ;i HORIZONTAL BRACE 10.NAILS DESIGNATED 10d ARE(0.131"X 3")AND _ NAILS DESIGNATED 16d ARE(0.131"X 3.5") (SEE SECTION A-A) 2 DIAGONAL Minimum Stud 1 Without 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No 3/Stud 12"O.C. 3-11-3 6-8-0 7-2-14 11-9-10 2x4 SP No 3/Stud 16"O.C. 3-6-14 5-9-5 7-1-13 10-8-11 2x4 SP No 3/Stud 24"O.C. 3-1-8 4-8-9 6-2-15 9-4-7 X Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d nails 8"o.c.,with 3"minimum end distance. Brace must cover 90%of diagonal length. MAXIMUM WIND SPEED=146 MPH MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. OCTOBER 5, 2016 REPLACE BROKEN OVERHANG MII-REP13B I II I nMiTek USA,Inc. Page 1 of 1 I OD TRUSS CRITERIA: LOADING: 40-10-0-10 n DURATION FACTOR: 1.15 u SPACING:24"O.C. TOP CHORD:2x4 OR 2x6 MiTek USA,Inc. PITCH:4/12-12/12 rig o HEEL HEIGHT:STANDARD HEEL UP TO 12"ENERGY HEEL A }INC D END BEARING CONDITION A Wok Affiliate NOTES: 1.ATTACH 2x_SCAB(MINIMUM NO.2 GRADE SPF, HF,SP, DF)TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d(0.131"X 3")SPACED 6"O.C. 2.THE END DISTANCE, EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3.WHEN NAILING THE SCABS,THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB CONNECTOR PLATES MUST BE FULLY IMBEDDED AND „ UNDISTURBED �r (L) (2.0 x L) 24" MAX 24" MIN IMPORTANT This detail to be used only with trusses(spans less than 40')spaced 24"o.c.maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES • I AUGUST 1, 2016 LATERAL BRACING RECOMMENDATIONS MII-STRGBCK I II I ® MiTek USA,Inc. Page 1 of 1 =ED V_a MiTek USA,Inc. TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, rri o` ,. : 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. A NRelt Affiliate NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF STRONGBACK WEB WITH(3)-10d (0.131"X 3")NAILS ANCHOR TO ATTACH TO TOP CHORD (0.131"X 3")NAILS (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB WITH(3)-10d (0.131"X 3")NAILS _ t.Niz BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE ATTACH TO CHORD VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WTWO# x NAILING THE STRONGBACK (0.131"X 3")NAILS IN EACH CHORD WOOWITH OD SCREWW S((.216"DIAM.) U -- ;\_/A1 USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH(3)-10d FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH(3)-10d (0.131"X 3")NAILS STRONGBACK(DO NOT USE (0.131"X 3")NAILS DRYWALL TYPE SCREWS) TRUSS 2x6 4-0-0 . WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d (0.131"X 3")NAILS EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d (0.131"X 3")NAILS STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) 7,.., , ,, ,„,_ 77,,,,..„:",,,,,It.,,,,7„,„7„..........-7-_-:' ALLI ig— c) • ,),,._ ,,t„. , 7 .c.,,,„„,„ „.,..,,..,., 7.1., ,,.. ..24,....:::,, „...p,i7;. Boise Cascade INSTALLATION Engineered Wood Products W GUIDE The information inthis document Includes AJ SO pertains to use in theheUNITED S ED STATES ONLY,Allowable Stress Design.Refer to ''* � 14011501201190125 the ALLJOIST Specifier Guide Canada , , R:. for use in Canada,Limit States Design. and VERSA-LAM® BEAMS .^,:wzpnren. L ' , .. ., . US Version - � product manufactured in / -'. • ;,, St. Jacques, New Brunswick : ' _ ,� CANADA A -, ----a 0 N i 11.,-—-— - ,i , , , , lit" ntRIBOIRS,117, lifiga 4.i. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI® Joist, VERSA-LAM®, and ALLJOIST® products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed, and used according to our Installation Guide. For information about Boise Cascade's engineered wood products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com To locate your nearest Boise Cascade Engineered Wood Products distributor, call 1-800-232-0788 Copyright: Boise Cascade Ithod Products, I,.L.C'.2013 AIG US 08/29/2013 • ALLJOIST® Product Profiles AJS® 140 AJS° 150 AJS° 20 ----A— AJS® 190 AJS° 25 ...WV, i l t 1 i t T ! i c I 1 91/2" /8"-- 91/711 3/s"y .�11'/8" 3/8n__ _11%9" %"L„ _11'/8" 3/s"--• -- 14�/en 3 _11/9" 14" 14" 14" 14" 16" 16" 16" 16" 16" 1'/2"i[ ' I . 11/2"T U 1 11/2"--1-71 ` J i 1'/2'I E - I I 11/2"T( - I r 1----1 I----1 11 ;----I 1- ,1 21/2" 21/2" 21/2" 21/2" 31/2" 2x3 Flanges I 2x4 Flanges AJS° 25 AJS° 30 Deeper Depths Deeper Depths 18" 18" '/,s" 20" 7/ls'_.. .— 20r 4 22" 22" '• 24" 24" 11/20T1 - ) t 11/2"11 I I Information on deeper depth AJS®joists is I ('-`1 available in the ALLJOIST' Commercial Guide 31/2" 31/2" 2x4 Flanges WARNING THE FOLLOWING USES ARE NOT ALLOWED SAFETY WARNING DO NOT notch or drill beams without prior DO NOT cut beyond inside edge of bearing. approval from Boise Cascade EWP Engineering. DO NOT SWORKERS ON AJS'JOISTS UNTIL ALL N HANGERS,AJS` RIM JOISTS, \^ DO NDT RIM BOARDS,AJS°BLOCKING C • ��' suppartjoist PANELS,X-BRACING AND 10 / �\ i on web. TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS DO NOT cut holes too close to i DO NOT nail closer than 11;2"from end of joist. DO NOT cut or notch flange. ACCIDENTS CAN RESULT FROM supports or to each other. DO NOT use INSUFFICIENT ATTENTION TO /j , 1.6d common nails. f� �/� PROPER BRACING DURING 1 /� CONSTRUCTION. ACCIDENTS aor Refer to hole ,�✓ See roof and floor location and sizingdetails,this sheet. CAN BE AVOIDED UNDER .../ Use 8d nails or NORMAL CONDITIONS BY chart for size and 10d/16d box nails. for allowed cutting spacing. of flange. FOLLOWING THESE GUIDELINES: — Build a braced end wall DO NOT walk on joist until proper bracing is I DO NOT install tongue of floor sheathing flush with either r DO NOT hammer on web unless • in place. or 11/16"thick BOISE CASCADE`rimboard(tongue OK with removing knockout holes. at the end of the bay, iVo"and thicker BOISE CASCADE"rimboard). or permanently install DO NOT load joist beyond design capacity. 1 1 T&G Floor Trim tongue the first eight feet of g of 11•e AJS"Joists and the first Sheathing sheathing f DO NOT stack f course of sheathing. As building mater als on I .. regardless tian alternate,temporary unbracedjoists. of rimboard sheathing may be nailed . � - „ 1•or 1'/�e i thickness. , to the first four feet of thick BOISE Trim tongue AJS'Joists at the end of CASCADE' DO NOT hammer on flange. _ rimboard SE flush with rim. the bay. • All hangers.AJS- rim joists,rim boards, • The ends of cantilevers must be temporarily • Failure to install temporary bracing may AJS` blocking panels,and x-bracing must secured by strut lines on both the top and result in sideways buckling or roll-over under be completely installed and properly nailed bottom flanges. light construction loads as each AJS- Joist is set. • Straighten the AJS- Joists to within'/inch • DO NOT stack construction materials • Install temporary 1x4 strut lines at no more of true alignment before attaching strut lines (sheathing,drywall, etc) in the middle of than eight feet on center as additional AJS` and sheathing. AJS- Joist spans, contact Boise Cascade Joists are set. Nail the strut lines to the • Remove the temporary strut lines only as EWP Engineering for proper storage and sheathed area,or braced end wall,and to required to install the permanent sheathing. shoring information. each AJS` Joist with two 8d nails. :r Guide• ALLJOIST° Residential Floor Span Tables II About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth,limit joist deflections,glue and screw a subjective nature of rating a new floor.Communication with the thicker,tongue-and-groove subfloor,install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level-bearing supports,and install a direct-attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however,squeaks may occur if not installed properly.Spacing The floor span tables listed below offer three verydifferent the joists closer together does little to affect the perception of the floor's performance.The most common methods used to increase performance options, based on performance requirements of the performance and reduce vibration of wood floor systems is to the homeowner. *MINIMUM STIFFNESS ***THREE STAR*** ****FOUR STAR**** CAUTION CAUTION ALLOWED BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: Floors common industry and design community A floor that is 100%stiffer than the three star that meet the minimum building code L/360 standard for residential floor joists,33%stiffer criteria are structurally sound to carry the than L/360 code minimum. However,floor floor.A premium floor that 100%stiffer than the specified loads;however,there is a much higher performance may still be an issue in certain 3-star floor for the discriminating homeowner. risk of floor performance issues. This table applications,especially with 9'/2"and 117/s" should only be used for applications where floor deep joists without a direct-attached ceiling. performance is not a concern. Joist ALLJOIST° 12" 16" 19.2" 24' 12" 16" 19.2" 24" 12" 16" 19.2" 24" Depth Series a.c. c.c. o.c. o.c, C.C. 0.c. 0.c. 0.c. o.c. 0.c. 0.c. o.c. 140 17-9" 16'-3" 15'-4" 13'-11" 13'-11" 12'-8" 11'-11" 11-1" 19'-8" 17'-0" 15'-6" 13'-11" • 150 18'-1" 16-7" 16-8" 14'-7" 14'-2" 12'-11" 12'-2" 11'-3" 20'-0" 18'-3" 16-8" 14'-11" 9W 20 19'-1" 17-5" 16'-5" 15'-4" 14'-10" 13'-6" 12'-9" 11-10" 21-1" 19'-3" 18'-2" 16'-4" 190 19'-4" 17'-8" 16-8 15'-6" 15-1" 13'-9 12'-11" ` 12'-0" 21-4" 19'-7" 18'-6" 17'-3" 25 21-0" 19'-1 18'-0" 16-9" 16-4" 14'-10" 14'-0" 12'-11" 23'-2" 21-1" 19'-3" 17'-2" 140 21-2" 19'-4" 17'--8" 15'-10" 16-7" 15'-1" 14'-3" 13'-3" 22'-5" 19'-5" 17'-8" 15-10" 150 21-7" 19'-8" 18'-7" 17'-0" 16-10" 15'-4" 14'-6" 13'-5" 23'-10" 20'-10" 19'-0" 17'-0" 11W 20 22'--8" 20'-9" 19'-7" 18'-3" 17-9" 16'-2" 15'-2" 14'-1" 25'-1" 22'-10" 20'-10" 15-8"190 25-0" 21-0" 19'-10" 15-6" 15-0" 16'-4" 15'-5" 14'-4" 25'-5" 23'-3" 21'-11" 19'-0" 25 24'-11" 22'-9" 21-5" 18'-3" 19'-6" 17'-8" 16-8" 15-5" 27'-7" 24'-0" 21-11" 18'-3" 140 24'-0" 21'-4" 19'-5" 17'-4" 18'-10" 17'-2" 16'-2" 15'-0" 24'-7" 21'-4" 19'-5" 17'-4" 150 24'-6" 22'-4" 20'-11" 18'-9" 19'-2" 17'-6" 16'-5" 15'-3" 26-6" 22'-11" 20'-11" 18'-9" 14" 20 25'-9" 23'-6" 22'-2" 19,-1" 20'-2" 18'-4" 17'-3" 16'-0" 28'-5" 25'-1" 22'-11" 19'-1" 190 26-1" 23'-10" 22'-6" 19,-1" 20'-5" 18'-7" 17-6" 16'-3" 28'-10" 26'-4" 23'-11" 19'-1" 25 26-4" 25'-10" 22 11" 18'-4" 22'-1" 20'-1" 18'-11" 17-6" 30'-5" 26'-4" 22'-11" 18'-4" 140 26'-6" 22'-11' 20'-11" 18'-9" 20'-10" 19'-0" 17'-11" 16'-8" 26'-6" 22'-11" 20'-11" 18'-9" 150 27-1" 24'-7" 22'-5" 19'-3" 21'-3" 19'-4" 18'-3" 16-11" 28'-5" 24'-7" 22'-5" 19'-3" 16" 20 28'-6" 26-0" 24'-2" 19'-3" 22'-4" 20'-4" 19'-1" 17'-9" 31'-3" 27-0" 24'-2" 19'-3" 190 28'-11" 26'-5" 24'-2" 19'-3" 22'-8" 20'-7" 19'-5" 18'-0" 31-11" 28'-11" 24'-2" 19'-3" 25 31'-4" 27-10" 23'-2" 18'-6" 24'-6" i 22'-3" 20'-11" 18'-6" 32'-9" 27'-10" 23'-2" 18'-6" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load(12 psf • Floor tile will increase dead load and may require specific deflection limits,contact Boise dead load for AJS°25 joists). Cascade EWP Engineering for further information. • Table values assume that23/32'min.plywood/OSB rated sheathing is glued and nailed to joists. • This table was designed to apply to a broad range of applications. It may be possible to • Table values represent the most restrictive of simple or multiple span applications. exceed the limitations of this table by analyzing a specific application with the BC CALC° • Table values are the maximum allowable clear distance between supports.Analyze multiple sizing software. span joists with BC CALC°sizing software if the length of any span is less than half the length of an adjacent span. Shaded values do not satisfy the requirements of the North Carolina State • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16' Building Code. Refer to the THREE STAR table when spans exceed 20 feet inches and less. One-Hour Floor/Ceiling Assembly :� _ FIRE ASSEMBLY COMPONENTS Illl�l�l�i�\ 1. Min.23/32-inch T&G Wood Structural Panels. A construction adhesive must be 1 / applied to the top of the joists prior to placing sheathing. The sheets shall be installed with their long edge perpendicular to the joists with end joists centered 2 over the top flange of joists and staggered one joist spacing with adjacent sheets. 2. AJS®Joists at 24"o.c.or less. 3 3. Two layers Y2"Type C or two layers%"Type X gypsum board . -. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design& • Add carpet&pad to fire assembly: STC=54 IIC=68 or Installation Guide for specific assembly information and • Add T/2'glass fiber insulation to fire assembly: STC=55 IIC=46 or • other fire resistive options or contact your local Boise Add an additional layer of minimum%"sheathing and STC=61 IIC=50 Cascade representative. 9%"glass fiber insulation to fire assembly: - ., . -- . - ;''ISr installation Guide•08/29/2013 • " Floor Framing Additional roof framing details available wAllaith illill BC FRAMER`software NOTE When installing Boise Cascade EWP The illustration below is showing several suggested CD AJSB blocking or 2x4"squash"block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR ALUOIST"PRODUCT -Fl -4.--- \ - - \�\i VERSA-LAME header I ---- � ��,, ' or an AJSB header. �` f%f � app knockout holes at FOR INSTALLATION STABILITY, `, '�-"�,., approximately o.c. Temporary strut lines(1x4 min.)8'on �� are pre-punched. center max.Fasten at each joist with ��'� �� 2-8d nails minimum. I� �� 1�'� • �' �� 'e 10• !/ �jl, rid . Dimension lumber is U `� \i ��.�. not suitable for use l�� as a rim board in d �� _,- �' ALUOIST' ��`� 1► �I / / floor systems. � A A'' 11 �� /, AJSE rim joist. ,v\ �j ° � ., / / pageFloor Details \ ' ` i.111116...�� ///� 0 C 46.` ��``\ /11 ,��/See page 8 for '/ allowable hole sizes . ` ` . j�� ` and location. clilo BOISE CASC g Rimboard. \\' 4ov. � � ��/�/ See pages 6 and 27 of the \ ,,' 1,� VERSA-LAM'LVL beam. ALLJOISTB Specifier Guide. �` ��// F' \`� ''''`d/////,/ Endwall blocking as required per �-4% A ``%* W governing building code. For load-bearing cantilever details. �,\\`0 see page 9. 4/ AJS"Blocking is required when joists are cantilevered. Web Stiffener Requirements See Web Small Gap: Stiffener ,, Web Stiffener Nailing Schedule e"mm.. Nailing 2"max._I 1 Schedule Stiffeb ener chart Width 4 AJS' Series Joist Depth Nailing 2"min:' 4"max_ �y "%IL' 140 150 9'/2'— 11'/8' 3-10d VieGap 20 Nlenlshill . 190 14"— 16" 5-10d ~ �' 25 2"mix., -Tight Fit Web Stiffener 4"max. required when ��Nso - concentrated load'. NOTES exceeds 1000 lbs I • Web stiffeners are optional except as noted below. Web stiffeners applied to • Web stiffeners are always required for 18"and deeper AJS'joists at all bearing both sides of the joist web locations. Structural Panel Web Stiffener • Web stiffeners are always required in hangers that do not extend up to support the top flange of the AJS' Joist. Web stiffeners may be required with certain I Minimum Thickness sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. In No Minimum • Web stiffeners are always required in certain roof applications. See Roof AJS'Series Hanger Hanger Width Framing Details on page 7. • Web stiffeners are always required under concentrated loads that exceed 140/150/20/190 1" 1'/2' 25/16" 1000 pounds. Install the web stiffeners snug to the top flange in this situation. —_ Follow the nailing schedule for intermediate bearings. 25 2x4 lumber(vertical) • Web stiffeners may be used to increase allowable reaction values. See AJS' Design Properties on page 26 of the ASG or the BC CALL'software. Boise Cascade E4VP•ALLJOlST,,installation Guide•0811912013 Floor Framing D- . • I ' r _ E Additional floor framing details available with BC FRAMER®software END BEARING DETAILS ® t►�� CID C' 1 CO ll. I� AJS" AJS° • rim•oist. .4.0077' blocking. I Of Dimension lumber g `/ € \\ �I 1� ` \ 4.... 4. Nail BOIS ,l 0 is not suitable for . _ i,, / \, ' CASCADE° \/ use as rimboa s. � l I`� , � Rimboard to ' with AJS Joists. \ fr 1 ' 1 / rd „,,A,.60', AJS'Joists with Dimension lumber is not Blocking may be required t' ! \/� ■�\ 8d nail into suitable for use as rim perpendicular to wall, E€ ') \ `.' :�� each flange. board with AJS Joists. consult desin rofessional 'I 4€ ° II2s_ led er. Use of AJS`rim oist requires 2x6of record and/or local buildingofficial. 9 wall • for minimum Jois[bearing. I�•' ® 0 ♦ 0 BOISE CASCADE' One 8d nail �� I� Rim board\ . IOU Top Flange or Face Mount /each side at '�Joist Hanger bearing I \ �/ Solid block 11111.1all osts 1f 411%1N1' 71‘*'''''' . from above s. 1 Note:Als°floor ' to bearing joist must be ``�`� 1W minimum /Oil designed to carry l0 ....„.1,, VS' bearing length below. �' wall above whennot � \ stacked over wall To limit splitting flange,start nails at least 11/2” 'S wall a from end.Nails may need to be driven at an Blocking required underneath braced wall VERSA-LAM' angle to limit splitting of bearing plate. . panels and shear walls,consult design professional of record. INTERMEDIATE BEARING DETAILS AJS'Joist Slope Cut Reinforcement Detail below restores original allowable For load bearing wall above Blocking maybe required,consult design professional ( /ft) shear reaction value to cut end of AIS`joist.AJS• • Doable Squash Block Vertical Load Ib / (stacked over wall below of record and/or local building official -. )' Joist spacing lin) Joist shall not be usedasacollarorraftertensiontie. �I —_„ \ $12e 12 16 19.2 24 2 z 6 min.rafter.Rafter shall �� be supported by ridge beam or '� ^��l � 2x4 4463 3347 2789 2231 other upper bearing suppo Load bearing 2x6 7013 5259 4383 3506 �j_, wall shave 6 1^ 1.6' Vis. el (stacked aver 1. Squash blocks are to be In full contact ® 110' 1�r. . t1 � �l` wa6below) with upper floor and lower wall plate. AJS' AJS®Joist \�% ,\ ')II II 2. Capacities shown arefora double Depth -r>tn blocking. �/\ 2x block. I) squash blocksateachjoist,SPF see _� Nail block with one SOd nail into each flange• or better. table A below) I • t Backer block F58 Double AJS®Joist 0 2z blocking required at bearing(not shown for clarity). [ (minimum 12" Connection Sheathing or II a/32'min.plywood/OSB rated sheathing as reinforce- wide).Nail with 444.1114‘.. rimboard � mens Install reinforcement with face grain horizontal. Joist 10-lOd nails Filler Block closure Install on both sides of the joist,tight to bottom flange. Hanger `' i,�s `�� (see chart below) A15° \�% 1/i gap between reinforcement and bottom of top flange. . I'1,r1i ` blocking Apply construction adhesive to contact surfaces and •�r `. required for� . fasten with 3 rows of min. sided box nails at 6'o.c. %jll� 00%0 cantilever. //I Alternate nailing from flhrlmshhand clinch. / Filler block.Nail d Depth , Web Filler / Nailing 12" Fad Wall RalfPitdr with 10-lOd nails � `'� /'I Baring on-center g 6/U 1/12 8/12 9J32 10/U 12/12 Backer block required where top flange Connection valid for all "'NO For load bearing cantilever,see pages 9 , joist hanger load exceeds 250 lbs. applications.Contact Boise Cascade and 10.Uplift on backspan shall be 2x4 4°4" 4/,.' 494• 4W 41A' 41A• Install tight to top flange. , EWP Engineering for specific conditions. considered in all cantilever designs. 2x6 31b" 3'A.' 2"/u• 294" 2°/,•" 214" LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 11/inches minimum from the end of the AJS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to AJS®joist,rim joist,blocking: • AJS®Joists is intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential floor sheathing nailing requires provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult 8d common nails@ 6"o.c.on edges and @ 12"a.c.in Bundles of product should be covered and stored off local building official. the field IRC Table R602.3(1).Closer nail spacing may of the ground on stickers. MINIMUM BEARING LENGTH FOR AJS®JOISTS be required per design professional of record. AJS®RIM JOISTS AND BLOCKING • 1/inches is required at end supports. 32 inches is - 14 gauge staples may be substituted for 8d nails if required at cantilever and intermediate supports. the staples penetrate at least 1 inch into the joist. Vertical Load • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local Transfer Capacity Refer to the® building code evaluation report or the building official and/or Boise Cascade EWP Joist Depth (pif) BC CALCsoftware. Engineering for further information. NAILING REQUIREMENTS 9/" ( 1875 ® ® BACKER AND FILLER BLOCK DIMENSIONS • MS rim joist,rim board or closure panel to AIS®Joist: 117/x" 1680 - Rims or closure panel 11/4 inches thick and less: I Backer Block 2-8d nails,one each in the top and bottom flange. AJS®Series; Thickness Filler Block Thickness 14" 15_0_0__ - AJS®140/150/20/190 rim joist:2-16d box nails, 140 13 ` one each in the top and bottom flange. 150 11h'or two 1/2" s . 16" 1340 - A1S®25 rim joist:Toe-nail top flange to rim joist 20 I wood panels 2x_+ /e wood panel 1)Web stiffeners required at each end of blocking panel. with 2-10d box nails,one each side of flange. 190 Distance between stiffeners must be less than 24'. • AJS®rim joist,rim board or MS°blocking panel to 25 i 2x_lumber Double 2x_lumber support: - 8d nails at 6 inches on center. • Cut backer and filler blocks to a maximum depth equal - When used for shear transfer,follow the building to the web depth minus 1/4"to avoid a forced fit. designer's specification. • For deeper AJS®Joists,stack 2x lumber or use multiple pieces of 3/4"wood panels. r•-iIse Cas oda'i",P•ALLJGIST`Installation Guide•08!29/2013 • • Roof Framing 6 AJS° Rafters Additional roof framing details available with BC FRAMER°software ®i. / The ridge must be supported by VERSA-LAM®LVL beam or ... FOR INSTALLATION STABILITY, --.�_ load-bearing wall. Temporary strut lines-(1x4 min.) '�► f' 8 ft.on center maximum.fasten 71. -11 at each joist with two Sd nails Blocking or other lateral i` support required at end minimum. z / fill -. ----�_ supports. ' ' d j // / ;' trill r o �► // �` -1� / zi; When installing Boise Cascade EWP products 7 1 `' ( /! ,' with treated wood,use only connectors/ 4.�� , fasteners that are approved for use with the `. / /, corresponding wood treatment. Blocking note' � �, shown for clarity. '14I' A ` '' AJS®Rafter Header /cam 0 /' y I Multiple AJS®Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON AJS"JOISTS UNTIL ALL HANGERS,AJS SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS,RIM BOARDS,AJS®BLOCKING PANELS,X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: • Build a braced end wall at the end of the bay,or permanently install • The ends of cantilevers must be temporarily secured by strut lines on the first eight feet of AJS®Joists and the first course of sheathing. As both the top and bottom flanges. an alternate,temporary sheathing may be nailed to the first four feet of • Straighten the AJS®Joist to within 1/2 inch of true alignment before AJS®Joists at the end of the bay. attaching strut lines and sheathing. • All hangers,AJS®rim joists,rim boards, AJS®blocking panels,and • Remove the temporary strut lines only as required to install the x-bracing must be completely installed and properly nailed as each permanent sheathing. AJS®Joist is set. • Failure to install temporary bracing may result in sideways buckling or • Install temporary 1x4 strut lines at no more than eight feet on center as roll-over under light construction loads. additional AJS®Joists are set. Nail the strut lines to the sheathed area, or braced end wall,and to each AJS®Joist with two 8d nails. AJS 'Ceiling Joist with Bevel End Cut(For Limited-Access Attics Only) Joist End vel AJS Joist shall not be used as collar/tension tie. Roof rafter shall be Minimum Depth 2 x 4 2 x 6 supported by ridge beam or other upper bearing support. Heel 9W 2'W 1'/i' Plywood/OSB Sheathing or Rafter Strut Roof Rafter Depths iiW 35" 2%" 154 Nailer @ Max.4'-0°o.c. Ceiling Loads: 14" 4'h" 3W Depth �� Live Load=10 psf Notes: (See Minimumtablat HeelrighDead Load=7 psf 1)Detail is to be used only for ceiling joists with no 12 �— �� 2x Blocking access to attic space. JSa Series 14"or Web ��) 2)Ceiling joist must designed to carry all roof load Min.6 A15�Series,Ceili 14" Joist Filler transferred through rafter struts as shown. 24^o.c.Maximum r 3)AJS®ceiling joist end reaction may not exceed �� 550 pounds. 31/2^Minimum Bearing =� 4)Minimum roof slope is 6/12. (2x4 Wall)Each End 5)Nail roof rafter to AJS°top flange with 1-16d sinker Maximum Span Lengths Without Roof Loads or box nail. 91/2"AJS®140,150,20,190,25 19'-6" 6)1x4 nails shall be continuous and nailed to an end 117N'AJS®140,150,20,190,25 22'-0" wall braced to the roof diaphragm. 7)Install a 24"long web stiffener on each side of 14"AJS°140,150,20,190,25 24'-6" AJS®AJS Joist at beveled ends.Nail roof rafter to AJS If roof loads transfer to ceiling joists through struts,analyze with BC CALL® Joist per building code requirements for ceiling joist software,not exceeding end reaction limit stated in Note 3(see right). to roof rafter connection. ilk.• � i!. ii i . •,'_ • 7 Additional roof framing details available with BC FRAMER® software "r' lOd nails �� N Rimboard/VERSA-LAM°blocking. CO 2x beveled plate for slope at 6"o.c 2x4 one side for 135 PLF max. Ventilation"V"cut: greater than'/a/12. 2x6 one side for 240 PLF max. �/s of length,lh of depth .\-%\ . i �� Backer bloc .///A' '\ �® t : \ Thickness per2x4 correspondingblocking�,. NS®series. `� ,,� 2x block for soffit al �/ ,� AJS®blocking support. I I ,-. 2'-6"max. Simpson VPA or USP TMP connectors ore equal can ' fHor ventilation.es cut Flange of AJS®Joists may be birdsmouth cu only at Pso q 4'-0"horiz. the low end of the Joist Birdsmouth Cut AZ®joist be used In lieu of beveled plate for slopes from must bear fully on plate,web stiffener required each 3/12 to 12/12. 2'-6"horiz. side.Bottom flange shall be fully supported. 1 1^ ,co �1�� VERSA-LAM® Backer block 0 I Rimboard/VERSA-LAM blocking. 14*10...........,: , \ \ Ventilation"V"cut: (minimum 12"wide). 1/3 of length,1h of depth Joist Nailwithl0-i.Od nails. Hanger /i�� . 4,,, DO NOT bevel-cut joist Tight fit,44 �t�� Flange of AJS®Joists may be % beyond inside face of wall,except for lateral \.I birdsmouth cut only at the / iller block.Nail j stability / , low end of the joist. for specific conditions in details i stability..., - with 10-lOd nails. Birdsmouth cut AJS®Joist shown on pages 6 and 15 of the ALUOIST°Specifier Guide. ') 2..6.maxmust bear fully on plate,web Backer block required where top flange � stiffener required each side. joist hanger load exceeds 250 lbs. im Install tight to top flange. '1 r Simpson or USP LSTA24 ® � ®j• Simpson or USP LSTA24 strap where slope strap,nailing per AJS®Blocking: exceeds 7/12(straps may be required for lower L Double joist may be required governing building code. Row on each slopes In high-wind areas). Nailing per governing L ti when L exceeds rafter side of ridge building code. (2.-0• spacing. or alternate. A Holes cut for max O/,,,,„_Blocking as required. �/ �`-,� ventilation. VERSA-LAM* Nail outrigger [ % `t �� LVL support beam. �• % i through AJS®web. , , 4* II - " ERSA-LAM® /� \ 2"x outrigger LVL support / I� notched around MS® / beam. ./ Beveled web stiffener top flange.Outrigger Double-beveled plate,conned to ridge on each side. spacing no greater with 2 rows 16d nails at 12"o.c. End Wall. than 24"on center. Simpson LSSUI or USP TMU hanger. LATERAL SUPPORT • AJS®Joist to support: WEB STIFFENER REQUIREMENTS • AJS®Joists must be laterally supported at the ends - 2-8d nails,one on each side of the web,placed • See Web Stiffener Requirements on page 4. with hangers,AJS®rim joists,rim boards,AJS® 1/inches minimum from the end of the MS®Joist blocking panels or x-bracing. AJS®blocking panels or to limit splitting. PROTECT AJS®JOISTS FROM THE WEATHER x-bracing are required at cantilever supports. • Sheathing to MS®joist,rim joist,blocking: • AJS1'Joists are intended only for applications that • Blocking may be required at intermediate bearings for - Prescriptive residential roof sheathing nailing provide permanent protection from the weather. floor diaphragm per IRC in high seismic areas,consult requires 8d common nails @ 6"o.c.on edges Bundles of AJS®Joists should be covered and stored local building official. and @ 12"o.c.in the field IRC Table R602.3(1). off of the ground on stickers. Closer nail spacing may be required per design MAXIMUM SLOPE MINIMUM BEARING LENGTH FOR AJS"JOISTS professional of record. • 1/inches is required at end supports. 31 inches is - 14 gauge staples may be substituted for 8d nails if • Unless otherwise noted,all roof details are valid for required at cantilever and intermediate supports, the staples penetrate at least 1 inch into the joist. slopes of 12 in 12 or less. • Longer bearing lengths allow higher reaction values. - Wood screws may be acceptable,contact local VENTILATION Refer to the building code evaluation report or the building official and/or Boise Cascade EWP • The 11h inch,pre-stamped knock-out holes spaced BC CALL®software. Engineering for further information. • at 12 inches on center along the AJS®Joist may NAILING REQUIREMENTS BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. Deeper joists than what is structurally needed may • MS®rim joist,rim board or closure panel to AJS®Joist: sD Backer Block be advantageous in ventilation design. Consult local AJS®Series Thickness RIlerBlockThickness - Rims or closure panel 11/4 inches thick and less: building official and/or ventilation specialist for 2-8d nails,one each in the top and bottom flange. 140 j 1W specific ventilation requirements. 150 or two 1/2" 2x +%"wood panel - AJS®140/150/20/190 rim joist:2-16d box nails, 20 wood panels - p BIRDSMOUTH CUTS one each in the top and bottom flange. 190 MS®25 rim joist:Toe-nail top flange to rim joist • AJS®Joists may be birdsmouth cut only at the low 25 2 x lumber Double 2 x_lumber end support. AJS®Joists with birdsmouth cuts may with 2-10d box nails,one each side of flange. - • MS®rim joist,rim board or MS®blocking panel • Cut backer and filler blocks to a maximum depth equal cantilever ng to 2 must sit pasty on thelow supportend and The to support: to the web depth minus 1/4"to avoid a forced fit. bottom flange fully on the and may not overhang the inside face of the support. High - 8d nails at 6 inches on center. ® end supports and intermediate supports may not be • For deeper MSJoists,stack 2x lumber or use multiple birdsmouth cut. - When used for shear transfer,follow the building pieces of 3/4"wood panels. designer's specification. Boise Cascade EWP•ALLJOIS`installation Guide•08/29/2013 AJS® Joist Hole Location & Sizing AJS®Joists are manufactured with 11/2" round perforated knockouts in the web at approximately 12"on center Minimum spacing-2x greatest dimension D of largest hole(knockouts exempt) D , DO NOT I�(see table below) (see table below) ` cut or notch flange .S Thr %•:•.40:•i • • " SO''•r, ¢ a ifiii•iria� i.II ! ' t1 DO �gy ' cutin web area -6�, \� No holes(except knockouts) —A 1'/n"round hole may be �'- `?S' 6 "I ' as specified 01 allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3"of --0 - larger than 11/2" clearance from other holes. round in cantilevers N Minimum distance from support, listed in table below, is required for all holes greater than 11/2' • Select a table row based on joist depth and the actual joist span rounded up to the nearest table Round Hole Diameter[in] 2 3 4 5 6 6%z 7 8 8% 9 10 11 12 13 span. Scan across the row to the column headed by the Rectangular Hole Side[in] - - 2 4 6 6 - - - - - - - - appropriate round hole diameter or rectangular hole side. Use 8 2'-0" 2'-5" 2.-11"1 3'-5 13-10' 4'-0' the longest side of a rectangular hole. The table value is the Any I closest that the centerline of the 9'/i' Slft�n 12 3'-0" 3'-8" ! 4'_5" ; 5'-1" 5'-10" 6'_0" I centerline of I hole may be t PP a ce Joist the nearest support. 16 4'-0" 4'-11" 5'-11" 6'-10" 7'-9" 8'-0" • The entire web may be cut out. DO NOT cut the flanges.Holes Round Hole Diameter[in] 2 3 4 5 6 61/2 7 8 8% 9 10 11 12 13 apply to either single or multiple joists in repetitive member Rectangular Hole Side[in] - - - 2 3 4 5 7 8 - - - - conditions. • For multiple holes,the amount 8 1'-0" 1'-5" l'-10" 2'-3" 2'-8" 2'-11" 3'-1" 3'-6" 3'-11" ' of uncut web between holes must equal at least twice the diameter(or longest side)of the Any 12 1'-5" • 2'-1" 2'-9" 3.-5" 4'-0" 4'-4" 14 8" 1 5-4 15 '-11" El III largest hole. 11'/' i Sean ____._ Joist I Ift] ] _III • 1%'round knockouts in the web 16 1-11' 2-10" 3 8 6 4' i 5'-5 ,5'-10" 6.-3" 7'-1" 7'-10" may be removed by using a ,- t I "� short piece of metal pipe and 20 2'-5" 3'-6" 4'-7" 5'-8" 6'-9" 7'-3" '7'-10" 8'-11"'!9'-10" hammer. ___ _ ,-'--- __.._..T. ,,.--.- • Holes may be positioned verti- Round Hole Diameter[in] 2 3 4 5 6 6% 7 8 8% 9 10 11 12 13 cally anywhere in the web. The joist may be set with the 1%2' Rectangular Hole Side[in] - - - - 2 3 3 5 6 6 8 9 - - knockout holes turned either up or down. 8 1,-0" 1'-1" 1'-2" 1'-4" 1'-8" 1'-11" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-9" • This table was designed to apply to the design conditions covered by tables elsewhere I:. 12 1-0" I 1'-1" 1'-4" 2'-0" 2'-7" 2'-11"i 3'-2" :3.-10" 4'-4" 14'-5 5'-0" 5'-7" i in this publication. Use the Any i .i BC CALC®software to check 14" Span [ft] 16 1'-0" 1'-1" 1'-10"! 2'-8" 3'-5 3'-10" 4'-3" iIi 5'-1" 1 5'-9" 5'-11"1 6'-8" 7-6' other hole sizes or holes under Joist ' s 1 t Iother design conditions. It may 20 1'-0" i 1'-3" 2'-4" ' 3'-4" 4'-4" 4'-10"; 6-4" 6'-4 7.-3" 7'-4 8'-5" 9'-5" be possible to exceed the limita- i I 1 I tions of this table by analyzing 1 l a specific application with the 24 1-0" . 1-7" c 2-9" 4-0' 5'-2' 5'-10" 6'-5" 17'-8" ` 8'-8" 8'-10"10'-1" 11'-3" BC CALC®software. Round Hole Diameter[in] 2 3 4 5 6 6'/: 7 8 8'/ 9 10 11 12 13 Rectangular Hole Side[in] - - - - - - 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-8" 2'-0" 2'-1" 2'-5" 2'-10" 3'-2" 3'-7" 12 1' 0" 1' 1" 1' 2" 1' 2" 1' 4" 1' 8" 1' 11" 2' 6" 3' 0" 3' 1" 3'-8" 4'-3" 4'-10" 5'-5" 16" Span 16 1'-0" 1'-1" 1'-2" 1'-2" 1'-10" 2'-2" 2'-7" 3'-4" 4'-0" 4'-2" 4'-11" 5'-8" 6'-5" 7'-2" Joist Eft] 20 1'-0" 1'-1" 1'-2" 1'-4" 2'-3" 2'-9" 3'-3" 4'-3" 5-1" 5'-2" 6'-2" 7-1" 8'-1" 9'-0" 24 1'-0" 1'-1" 1'-2" 1'-7" 2'-9" 3'-4" 3'-11" 5'-1" 6'-1" 6'-3" 7'-4" 8'-6" 9'-8" 10'-10" Boise Cascade EWP•ALL.JOIST-installation Guide•08/19/2013 2 AJS®190 Joist Depth AJS®140 Joist Depth y 16" 14" 11"/" 9W Joist Series 16" 14" 11%" 9%" Joist Series SI A W W t,W W N)N N A W W W W W N N N A co co co co co N N N A OD W (J W CO N N N Roof Truss A w W W W to N N N A W W CD OD W N N 1.37-1,-W W W W OD N N N A Cs W co W W N N N Roof Truss RO co co A N o 0 0 A 0 co co A N 0 CO OS A O OD OA N 0 CO 0 A O CO O A N O Co O A Span[fti O W O A N O O O A O O O A N O O O A O O O A N O 0 0 A'O O O A N O COO A Span if J r0 0 0 0 0 0 0 0 0 0 0 o O o 0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0o O o 0 0 8 0 0 0 0 0 0 0 0 00 o O O o O o 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 0 0 0 8 A 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0 O.0:0 0.0.0 0'0.0 0 0 0 N> O O o 0 0 ODo 0 O o 0 0 0 0 0 0 0 0 0 0 0I0 0 0 0 0 O o 0 0 O o 0 X'Xi-•:-• 0 0 0 0.0 5 N ggt g g 00000 00000- Fito00oxxxxNN -• -. -- p p gg o0oOCD o0000oX- • ->o000oxxXxxxX p A _ �o 71 > o o `4—o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 o O O o o O N N > -> 0 0 0 o m m ',� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o X x O o 0 o m m /m''�`� T *O O O 0 0 CD N V)0 0 0 O O O »> O O O O O O x X X N N N> >o N N �I,O 0 0 0 0 O O 01 O O 0 0 0 O O 0> -+ > 0 0 O O O O X X X X X X-` -"O N 4' -- n N O �• a *CnCDCDU)CDcn cncncnt, xxxxN *xxxxxxxxN ^ Q -.��****max- N OxxXxxx- • 0ixxxxxxxxxa°4 0- (�(n��(nCnV7. N(n(n (n A.-, -11 G. ,cn O CD O CD O OO**00 O O O OO> > -+ 000000 XX XN N> > -+O 8 -- OO CO CO Co OO O OjO O OO OO O0O--+ » 0 00 OOO XX XX X X> -`O . ^0 G «G 0 0 0 -+ > O O IX X N-+-+ -. -+ o O X X X X X X X N N N N 3 G<<O O O O 55�;>> > O O O O x x x x--' —O O(X X X X X X XXX N- g //`'') N CCCCCC000�X-` -` (--'((((��-+((((////7777 g X X x x -+ -+ 1 x X X X x X X N — X X X X X X X X X AN X x(((111111-' (((111111-' (((///1777 *I X X X X X-+ -+ g X X X X X X X X X X X X X X X X X x p cn CD- O_ Co AJS®25 Joist Depth AJS`"150 Joist Depth r- 16" 14" 11%" 9W Joist Series 16" 14" 11'/" 9'/s' Joist Series 0 A W W W W W N N N A CO co CO C,)co N'.N N A W co W W(a N N N A co co co to co N N N Roof Truss A W CJ CO CO tJ N N N d+ W G)N co CO N N N A W CO co co 4>N N N A CO CO CO W co N N N Roof Truss O co O A N O CO CO A 0 CO O)A N 0 Co O A 0 CO O A N O CO O A 0 Co O A N 0 Co O A Span til O co ... N O CO O A 0 Co O A N O CO O A 0 0 0 A N 0.0 O A 0 CO O)A N 0 Co O A Span IT Cs O o 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 o O o 0 0 0 0 Eit, 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 o O o 0 o O o 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 O0 o CD 0 0 0 0 0 0 0 0 Cs CD 0 0 0 0 0 0 NJ NJ -..-+ D O o 0 0 C 000000000000000000000000000 -> ->-> -> 00000 ,0 N k4 Ci) CD O C...0 O O O O 0 0 O O o O O O O 0 O N>.> > 0 0 0 O O X X X X X N.N >.-+ a X <.�< < o 0 0 0 c) g G g G A O "' u1. (n 0 0 0 0 0 0 -+ -+ 0 0 0 0 O X X X X N N a+r O O C _3 N._'O —7 —O o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N > » 0 0 0 0 n _, O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 O'O O O O O o 0 0 N» -+ -+ 0 0 0 O c, O 0 0 o 0 0 0 0 0 0 0 0 0 0 0 O 0 O O > » O O O O 0 O X X X X N N > > O CO N o C 0 0 0 0 0 0 CD O O O O O O o -" > -+ O O O O O o X X X N N> > O 0>y t 'Al N• 00 3 (((��007 C C N O l l ) > O O O O O O N> > -+ O O O 0 O X X X N N N> > O X X X X.X X X X X _Ni,-,' n >.�***** O1> > > > C*G 0 X X'.X.N > > > > 0 X X X X X X X X N AN t0 tl N ttt�nnn IUn O O O 0 0 O o 0 0 0 O O O O O CD O O > -+-+ 0 0 0 0 0 CD X.X X X N N > > O > G 0 0 0 0 0 0 0 O ? > O wCC CC.CC CC << O O O Cs O O> >> 0.0 0 0 0 0 X.X X NN-+ >O Cl *O O 0 0 0 0 0 0 > > > 0 0 0 0 0 o X X N N >> > O O X X X X X X X x N t0 t)' <«C*K > D N O CD CD CP CD CD 0 0 0 > > > O O O X N N >> > > 0 0 X X X X X X X N> iv N N> > -+ g 0 0 X x N N N » 0 0 X X X x x x X N N x x x x x x x X X ? X>> > >0*v� �1 X X x x > -+ -+ 1.><x x X X X X i-•i>1 X.X X X X X XXX A -- ff(f�� A C N 7. Z AJS"20 € CD Joist Depth o 11111 F„.o a, m D Ts o F,cu n d =x a)n X n> N o 16" 14" 11%' 9/ Joist Series (D m(D CD N 3 3.tn--(Q(D 0 a a ......__.... A CO W W C.3 co N N N A CJ W CO W co N N N A W co Co co co N N NA W Co W Co W N N N Roof Truss . .7" cn=(n'NO.CO 7 0 N Cu O • 0 co 0 A N 0 0 0 4, 0 C 0 A N o CO O A 0 CO 0 A N O CO CO A O CD O A N O CO CO A San ft a N � =';� (DDS (D 0(p Co ''' co CO co 0 00000000000000000000 O o 00 o 0 CD Cs o O o 0 o 000 rnp Da 0 =Cr N n O p CD 3� >(D = CD a cr Cr 7) X _ TT 5() CD Co O.m to (D '6 (D N.A wCO CI � CO � m 00 0 00 CD 0 00 0000 00000 0 00 000000 N>> > o 0 o O0 9D CO V D Z� �2 -7 , A�co'az-(D (D - "< <<GG CC CC (C CC CC CC << N n _ O O? (lJ O co N = v CD CD CD CD 3 7 O <G«0 0 O O O G G«0 0 0 0 0 > > > >*0 0 0 0 X x x N N N > > N ♦M 3 c; -•0 7 ,O • a co t_ CD (D (D m O [n U)CD(n to two to(((«(00011110 U) A o `oo O O O (p 7 _ 3 0-0 D 0 O N co N 0 0 0 CD 0 0 0 0 0 0 0 o O o 0 0 o O o 0 0 0 O o 0 0 0 N> > » 0 0 0 0 > c)� �(�D v�0�0 �0 � 011 "D '1) m < ° o g N g O j' {_ *3 O O N N Cn 2J D « < 0 0 O 0 0 0 0 0 0 0 0 0 -4 » 0 0 0 0 0 0 X X X N N N .o. 0 .!..0 N 't' 4. < O co GCD 0o Z70 o o C 7J W CO(<n CCA<CC<<<<<< CCC CCCC o N r- n(D O O OO 7 L16J7) O m > <<<<< G<O > > > <G G GO X X x X N> > > <.X XXX XX XXN N ' Cn O (o O C (n(n Cn(n N(n((!0 to(n(n(n (n A • 6'O) O CI N O(D ' 00N�N 7. N X .7.7 m. N �� : �.s ._'O .< O O a <O 5'='• —O n) (D (D a ��00 00000 X000 OO 000 » > 00000 O X XN N N> >>O O 7 O' O. _. COC CC<<CC <<CC C C NN C.) Fr) -6:0(0 co N5N B O O G<G«0000 >-+ > « 000'X NN » -+ > 0 O X X X X X XN N3 NJ N co -.CD 0 N `O' N n (n Cl)(o Co(0(0 (o(o N Cn (D rn (� (D av,, A ca to y X» »(,,,(c)Xx XX» > XxXXxx XN> XXXXXXXXX p i"� > Reinforced Load Bearing Cantilever Detail PLYWOOD/OSB REINFORCEMENT • —` (If Required per Table on page 9) 13/32"min.plywood/OSB or _` _ •23/32"Min. x 48"longplywood/OSB rimboard closure.Nail with blo inJogt 3z p y 8d nail into each flange. I blockin rated sheathing must match the fullI� required for depth of the AJS` Joist. Nail to the \ �// cantilever I Roof Span �— 2'-6" AJS'h Joist with 8d nails at 6"o.c. '� `/Iand nail with 4-8d nai ot backer Structural Panel 1-7� �4 block.When reinforcingboth sides. reinforcement stagger nails to limit splitting. Install " .� \// with horizontal face grain.I . /II • z'-0" • These requirements assume a 100 PLF wall load and apply to AJS` ��0`o Joists. Additional support may be - X11 �' ' • The tables and details on pages 9 and 10 indicate the required for other loadings. See r'' p 9 BC CALCC'software. -0 I\� type of reinforcements.if any,that are required for load- % �'I, Backer block bearing cantilevers up to a maximum length of 2'-0". • Contact Boise Cascade EWP Cantilevers longer than 2'-0"cannot be reinforced. Engineering for reinforcement .0However,longer cantilevers with lower loads requirements on AJSje Joist depths may be allowable without reinforcement.Analyze greater than 16". f Uplift on back span shall be specific applications with the BC CALC'software. considered in all cantilever designs Brick Ledge Load Bearing Cantilever cezi Brick Ledge With Blocking Panels a Brick Ledge Without Blocking Panels 1Load bearing wall. 4.12"mi .length of 13/32" plywood/OSB reinforce- 111.1.0,OV BOISE CASCADEx nailed to top and Provide full Rimboard. (ter.- ment bottom flanges. depth blocking Brick between joists. wall. ;�� *14111, 46511111A, I i %it 5"max. PRI 31/z"min. � '� A 4041 . Edge of hole shall be a ri I 0 I 2x10 sill plate for 2x6 wall, min.of 3"from end of 2x8 sill plate for 2x4 wall. blocking panel. .i !3 Load bearing wall. Notes: Notes: 1.Use=3/33"min plywood/OSB rated (8d)nails at 3"on center except 9%" 1.Use=3/:"min plywood/OSB rated (8d)nails at 3"on center except 9%" sheathing.Install full depth of joist joists,install nails at 2%' on center. sheathing.Install full depth of joist joists,install nails at 2'/;'on center. with face grain parallel to joist. 2.Provide full depth blocking with face grain parallel to joist. 2.See page 5 for joist and rimboard Plywood reinforcement to bear fully between joists. Plywood reinforcement to bear fully connection details. on wall plate.Nail plywood to top3.Edge of hole shall be at a minimum on wall plate. Nail plywood to top and bottom joist flanges with 2%" of 3"from end of blocking panel. and bottom joist flanges with 2%" Roof Roof Live Load(psf) Joist Truss 20 psf 1 30 psf I 40 psf 50 psf Brick Ledge Depth Span Joist Spacing o.c. Reinforcement Table (inches) (ft) 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 12" 16" 19.2" 24' 0 0 0 0 0 1 0 1 1 0 1 1 Table Design Assumptions 26' 0 0 0 o 0 1 0 1 1 0 1 2 28' 0 0 0 0 0 1 0 1 1 0 1 2 Roof Loading: 15 psf dead load plus 91/2" 30' 0 0 0 0 0 1 0 1 1 1 1 2 a 100 PLF wall self-weight, in addition 32' 0 0 1 0 1 1 0 1 2 1 2 2 to roof live load shown. Maximum 2'-6" 34' o X X o X X 0 1 x 1 2 X 36' o X X 0 X X 1 X X 1 X X overhangs assumed on roof trusses. 24' 0 0 0 0 0 0 0 0 0 0 0 1 Floor Loading: 40 psf live load plus 26' 0 0 0 0 0 0 0 0 1 0 0 1 10psf dead load, backspans not to 28' 0 0 0 0 0 0 0 0 1 0 1 1 p 11'/8" 30' 0 0 0 0 0 0 0 0 1 0 1 1 exceed maximum floor spans shown on 32' o a o 0 0 0 0 o 1 0 1 1 page 3. 34' 0 0 0 0 1 1 0 1 1 0 1 1 36' 0 0 0 0 1 1 o 1 1 o 1 x KEY TO TABLE: 24' 0 0 0 0 0 0 0 0 0 0 0 0 0 = No Reinforcement Required 26' 0 0 0 0 0 0 0 0 0 0 0 0 1 = Reinforcement Required One Side of Joist 28' 0 0 0 0 0 0 0 0 0 o i 0 1 14" 30' o o o o o o o o 0 0 0 1 2 = Reinforcement Required Both Sides of Joist 32' 0 0 0 0 0 0 0 0 0 0 0 1 x = Use Deeper Joists or Closer Spacing 34' 0 0 0 0 0 0 0 0 1 0 0 1 36' 0 0 0 0 0 0 0 0 1 o 1 x 3oise Cascade EWP•ALLJOIST'-Installation Guide•08:19/2013 Non-Load Bearing Wall Cantilever Details AJS8 Joists are intended only for applications that Fasten the 2x8 minimum to the AJS®Joist by nailing through the backer block provide permanent protection from the weather, and joist web with 2 rows of 10d nails at 6"on center.Clinch all nails. AJSeJoist blockin a Seyood backer block 2x Closure g page 6 o/Auide ° II Wood Structural 2x8 minimum Specifier Guide AJS Joist Panel Closure blocking remenommememo rt Section View Drywall Ceiling or Minimum 1/Times Back Span Maximum Wood Structural Panel Soffit Cantilever Length ' 1/3 Back Span Back Span Maximum Not to exceed 4'-0" 3/"min.._.. _ bearing 1/s Back Span • These details apply to cantilevers with uniform loads only. Not to exceed 4'-0" • It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC®software. Large Rectangular Holes in AJS_° • Hole size table based on maximum uniform load of 40 psf live load and 15 psf dead load, at maximum spacing of 24"on-center. Single Span Joist Multiple Span Joist Maximum Hole Size !� Joist Simple Multiple hole See Max Hole See Max Hole Size on ham! Chart for Joist Depth hole J( 'h Joist Span 1 Minimum 2x diameter/ Depth ' Span Span 1—%joist Chart for Joist Depth 'h Joist---rl I width of largest hole Span Span 3: 9/ 6, x 12„ 6"x�„ 3•4 e 11/.." 8"x 13" r x 8" g•. at m •...o.:• • Simple Span Joist 6'-0'Min 9"X 16" 8"x 13" I.---Multiple Span Joist 174'Min -1»—Multiple Span Joist 12'4•Min—I 14" I Notes: 10"x 14" 9"x 11" "... • Additional holes may be cut in the webprovided theymeet Larger holes may be possible for either Single or 11"x 1s" 10"x 1a° joists; use BC CALC®span le sizing specifications as shown in the hole distance chart shown 16" Multiple software above or as allowed using BC CALC°sizing software. 12"x 15" 11"x 12" for specific analysis. • JS® jfists � r n rection - - „ ,-y • - `§£ d 3 � 2.'.: Connection on Steel Beam Connection with Hanger Hanger Connections to AJS Headers on Steel Beam ® CO • Backer blocks shall be at least 12"long per hanger. Attachment of nailer per ` • Nails shall be clinched when possible. design professional of record. • Verify capacity and fastening requirements 1144N Attachment of ( of hangers and connectors. nailer per design professional of rii,,Bicokcle,r— riirecord. 'Ie%N—wNid110� a - Steel I 7.41111744.kli beam. 1� �ei Y air li A"Top Mount" "Face Mount" ► Backer block shall Backer block shall Backer bloc✓ be tight to bottom be tight to bottom optional. of top flange with of top flange with 3/4"to 2"gap at top 3/4"to 2"gap at top 4 2 Steel beam. of bottom flange. of bottom flange. Boise Cascade EWP•AL.LJOIST"Installation Guide•08/29/201:3 1 -, ` BOISE CASCADE° Rimboard .. ... ......... BOISE CASCADE° Rimboard Product Profiles 114 11 91/2n 11'/8" 14" 16" i.'I 1", 11/8" 1" 15/16' 13/4" BOISE CASCADE® BOISE CASCADE® VERSA-LAM® VERSA-LAM® RIMBOARD OSB RIMBOARD* 1.4 1800* 2.0 3100* *18—24 inch deep rimboard are special order products, contact local supplier or Boise Cascade representative for product availability. • Perpendicular a Parallel See chart for vertical load capacity. See chart for vertical load capacity. ',"dia through bolts (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, ♦ or higher)with washers , �, and nuts or ap"dia lag •,II screws(full penetration) Exterior ♦ wood sheathing 350 lb capacity for �`� ♦ 'f 300&thicker rim, {'' , `\ 300 lb capacity for�I �� 11.001,0fr1"rim.per fastener\� - //��,p° • t4 • U ea only f sen'i ��I,I tG�'" Use anfy fasteners • y �� i.ise ars approved for ��, al �Si; / use with corresponding I �� ' ,vaoa treatment [� • � 1.31) .I. � \�l BOISE CASCADE"Rimboard ►_ \'I Design of moisture control I," Min. 8d nails at 6"o.c.per IRC. 1 by others(only structural Connection per design professional of I components shown above) Min. 8d nails at 6"o.c.per IRC. For information regardingconnection of exterior decks to record's specification for shear transfer. Connection per design professional of interior floor systems per the 2009 IRC,section 502.2.2.3. record's specification for shear transfer. contact Boise Cascade EWP Engineering. BOISE CASCADE° Rimboard Properties Vertical Load Capacity S fic___ Allowable Design Values p� Product Uniform[plf] Point[Ib] Gravity Modulus ' mression s 18"& ' 22"& 18"& ' 22"& for � p 16" 20" 24" 16" 20" 24" Maximum Floor Diaphragm Lateral Flexural of Horizontal Perpendicular Depth Depth Depth Depth Depth Depth Lateral Capacity Nail Stress i Elasticity I Shear I to Grain &Less &Less &Less &Less &Less &Less [Ibift] Design [Ib/int] [Ibrn2 i [Ib/int] I [Ib/int] 1"BOISE CASCADE® RIMBOARD,n&® 3300 1650 1650 3500 3500 3500 180 0.5 Limited span capabilities,see note 2 1"BOISE CASCADE RIMBOARD OSB(n 13"BOISE CASCADE® 4400 3000 3000 3500 3500 3500 180 0.5 Limited spancapabilities,see note 2 RIMBOARD OSB(n Permitted per building code for 151786000 5450 — 4450 4450 �Inominal2'thickframin socked 0.5 1800 1,400,000 225 525 VERSA-LAM®1.4 1800 is and unblocked diaphragms (4'nail spacing 8 greater) Permitted per building code for 1�/' 5700 4300 — 4300 3900 — all nominal 2'thick framngblocked 0.5 2800 2,000,000 285 , 750 VERSA-LAM'2.0 3100(1) and unblocked diaphragms (4'nail spacing&greater) Closest Allowable Nail Spacing-Narrow Face[in] Notes 1 10d,12d i 1. Per ICC ESR-1040. Product 8d 8d 10d&12d 16d I Common&I 16d 2. See Performance Rated Rim Boards, Box Common Box Box i 16d Sinker l Common APA EWS#W345K for further product 1"BOISE CASCADE® 3 3 information. RIMBOARD(r I - 1"or 1W BOISE CASCADE® • • • 3. Not all products and depths may be RIMBOARD OSB al 3 3 See note 2 for nailing information available,check with Boise Cascade representative for product availability. 15l,6'VERSA-LAM®1.41800('I 3 3 3 3 4 6 1'/."VERSA-LAM®2.0 3100(r) 2 33 I 3 4 6 Boise Cascade BNB•ALI..JOIS T a Installation Guide•08/19/2013 1 ® Design Properties " End Reaction[lbs] Intermediate Reaction[lbs] AJS® Moment Shear 1 1%"Bearing 3%"Bearing 3%"Bearing 5%"Bearing Joist Depth Weight M El x 108 K x 106 V Series [inches] I (1, (2) o (2> (1> _. (2) (11 (2) [p f] [ft-lbs] [lb-in2] [lbs] (lbs] ;No WS WS No WS WS No WS I WS No WS WS 9% 2.2 2450 182 5.2 1160 ] 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.5 3175 310 6.6 1490 j 955 1335 ' 1215 1595 2390 2800 2390 2800 140 14 2.8 3825 457 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 4435 623 9.0 2065 970 1500 = 1285 1800 2465 3435 2465 3435 9% 2.2 2820 194 5.2 1160 950 1240 ' 1175 1480 2350 2450 2350 2450 AJS® 11% _ 2.5 3650 331 6.6 1490 955 1335 a 1215 1595 2390 _2800 2390 2800 150 14 2.8 4390 487 7.8 1790 960 1420 1250 1700 2430 3130 2430 3130 16 3.1 5090 664 9.0 2065 970 1500 , 1285 1800 2465 l 3435 2465 3435 9% 2.5 3395 232 5,2 1160 950 1240 1175 1480 2350 , 2450 2350 2450 AJS® 11% 2.8 4400 394 6.6 1490 955 1335 1215 1595 2390 2800 2390 2800 20 14 3.0 5295 578 7.8 1790 960 1420 11250 1700 2430 31302430 3130 16 3.3 6140 786 9.0 2065 I 970 1500 i 1285 1800 2465 3435 0 2465 3435 9% 2.5 3895 244 5.2 1160 F 950 1240 1175 1480 2350 2450 2350 2450 AJS® 11% 2.8 5045 414 6.6 1490 955 1335 1215 1595 2390 _ 2800 2390 2800 190 14 3.0 6070 608 7.8 1790 960 1420 1250 1700 2430_ 3130 2430 3130 16 3.3 7040 827 9.0 2065 970 1500 1285 1800 2465 3435 2465 3435 9% 3.1 5370 322 5.3 1160 950 1240 1175 1480 2600 ' 2850 2600 2850 AJS® 11% 3.4 6960 545 6.7 1490 955 1335 1215 1595 2690 3190 2690 3190 25 14 3.7 8380798 7.9 1790 960 1420 1250 1700 2770 3500 2770 3500 16 3.9 9720 1082 9.1 2065 . 970 1500 1285 1800 2850 3800 2850 3800 NOTES: (1) No web stiffeners required. A = 5w14 + N,p (2) Web stiffeners required. 384 El K (3) Not applicable,web stiffeners required. • Moment,shear and reaction values based upon a load duration of 100% A = deflection [in] and may be adjusted for other load durations. w = uniform load [lb/in] • Design values listed are applicable for Allowable Stress Design(ASD). clear span [in] • No additional repetitive member increase allowed. El = bending stiffness[lb-int] BUILDING CODE EVALUATION REPORT K = shear deformation coefficient[Ib] - ICC ESR 1144(IBC, IRC) VERSA-LAM® Design Values Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade [in] [in] [lb/ft] [Ib] [ft-lb] [in4] Grade [inl [in] [lb/ft] [Ib] [ft-lb] [in4] a 2 3'/z 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 w D cv 1% 5' /z 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 >"'• 7''/ 3.2 2066 3069 47.6 7% 11.0 7232 12566 166.7 3'/ 1.8 1164 1058 6.3 9% 14.1 9227 19908 346.3 5% 2.8 1829 2486 24.3 9% 14.5 9476 20937 375.1 7% 3.7 2411 4189 55.6 9% 4.7 3076 6636 115.4 5Y 11% 17.1 11222 28814 622.9 9% 4.8 3159 6979 125.0 11% 18.1 11845 31913 732.6 1% 11% 5.7 3741 9605 207.6 $ 14 21.3 13965 43552 1200.5 o 11% 6.0 3948 10638 244.2 M16 24.4 15960 56046 1792.0 o M 14 7.1 i 4655 . 14517 400.2 cv 18 27.4 17955 70011 2551.5 o 16 8.1 5320 18682 597.3 g 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 J 24 12.2 7980 40183 2016.0 - 24 36.5 23940 120549 6048.0 - 5% 5.6 3658 I 4971 48.5 cc 9% 16.6 12303 26544 461.7 0 7% 4821 8377 111.1 j 9% 17.1 12635 27916 500.1 w 9% 6151 1 13272 230.8 11% 20.2 14963 38419 830.6 .. . ........ 9% • • 6318 _13958 250.1 1 11% 21.4 15794 42550 976.8 11% 7481 19210 415.3 ......... ..... 3'/, 7 14 25.2 i 18620 ! 58069 1600.7 11% 7897 21275 488.4 16 28.8 21280 I 74728 2389.3 14 14.2............. 9310 29035 800.3 16 10640 37364 1194.7 18 32.4 23940 93348 3402.0 18 18.3 11970 46674 1701.0 20 36.0 , 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Boise Cascade l-WP•At_LJOISr 1ostallation Guide•08129/2013 . m VERSA-LAM® Design Properties w:._ Equivalent • • Tension i Compression Specific Gravity Modulus of 1 ' Horizontal Parallel to 1 Compression Perpendicular to for Fastener Elasticity i Bending Shear i Grain I Parallel to Grain _ Grain Design •ii E(x 108 psi)ol ; Fb(psi)au3) F1(psi)atwt 1 FI(psi)mxsi Fc 1(psi)121 F�.J_(psi)11>tej (SG) Design Property Grade • • • VERSA-LAM®Beams 1 2.0 3100 2.0 1 3100 1 285 I 2150 3000 750 0.5 • • VERSA-LAM` Studs I 1.7 2650 1.7 2650 285 1650 i 3000 750 0.5 • • • • VERSA-LAM®Columns 1 1.8 2750 1.8 1 2750 1 285 I 1825 1 3000 750 0.5 • 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor,(4/L)1°where L= 2. This value is based upon a load duration of 100%and may be adjusted for other load durations. member length[ft]. Use L=4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor,(12/d)"°where d=member 6. Stress applied parallel to the gluelines. depth[in]. * Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Multiple Member Connectors Side-Loaded Applications` Designing Connections for Maximum Uniform Side Load[t1Efj Nailed _ '/:"Dia.Through Bohm i '/."Dia.Through Bolo Multiple VERSA-LAM® Members Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows @ 2 rows ofSinkers @ Sinkers @ 24"o.c. 12"o.c. @ 6"o.c. 24"o.c. 12"o.c. @ 6"o.c. When using multiple ply VERSA-LAM®beams to create a wider Members 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered member,the connection of the plies is as critical as determining the 1%"VERSA-LAM®(Depths of 18"and less) beam size. Vvhen side loaded beams are not connected properly, 2 1 470 1 705 1 505 I 1010 ` 2020 1 560 1120 i 2245 the inside plies do not support their share of the load and thus the 3(2) 1 350 j 525 1 375 I 755 I 1515 I 420 840 ` 1685 load-carrying capacity of the full member decreases significantly. The 4131 I use bolt schedule ! 335 I 670 I 1345 1 370 745 ! 1495 following is an example of how to size and connect a multiple-ply VA"VERSA-LAM® VERSA-LAM°floor beam. 2j° use bolt schedule i 855 1 1715 1 N/A 1 1125 1 2250 1 N/A Given: Beam shown below is supporting residential floor load 1%"VERSA-LAM®(Depths of 24") (40 psf live load,10 psf dead load)and is spanning 16-0". Number Nailed %"Dia.Through Bohr') %"Dia.Through Dori Beam depth is limited to 14". of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ ' Hangers not shown Members Sinkers @ Sinkers @ 24"o.c.8" 18"o.c.6" 12"o.c.4" 24"o.c.8" 18"o.c.6" 12"o.c.4" for clarity 12"o.c. 12"o.c. staggered staggered staggered staggered staggered staggered 2 705 940 I 755 i 1010 s 1515 840 1 1120 1685 R 3(21 I 525 1 705 1f 565 755 1 1135 630 840 i 1260 !4 �`• �' 4131 use bolt schedule i 505 670 1010 560 I 745 1120 IO �� I. Design values apply to common bolts that conform to ANSI/ %"bolts and 2W for%"bolts.Bok holes shall be the same ASME standard B18.21-1981(ASTM A307 Grades A&B, diameter as the bolt. SAE J429 Grades 1 or 2,or higher).A washer not less than a 2.The nail schedules shown apply to both sides of a 3-member standard cut washer shall be between the wood and the bolt beam. -�- head and between the wood and the nut.The distance from 3. 7"wide beams must be top-loaded or loaded from both sides the edge of the beam to the bolt holes must be at least 2"for (lesser side shall be no less than 25%of opposite side). Find: A multiple 1%"ply VERSA-LAMS'that in adequate to support the design loads and the member's proper connection schedule. Toe-Loaded A e e Ilcat]ons 1. Calculate the tributary width that beam is supporting: For top-loaded beams and beams with side loads with less than those shown: 14'/2+18'/2=16' Maximum Uniform Load Plies Depth Nailing From One Side 2. Use PLF tables on pages 30-32 of ASG or BC CALC'to Depths 11W&less 2 rows 16d box/sinker nails @ 12"o.c. 400 p11 size beam. (2)1%"plies Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 600 Of A Triple VERSA-LAMB 2.0 3100 1%'x 14"is found to _ adequately support the design loads Depth=24" 4 rows 16d box/sinker nails @ 12"o.c. 800 plf 3. Calculate the maximum plf load from one side Depths 11W&less 2 rows 16d box/sinker nails @ 12"o.c. 300 pB (the right side in this case). (3)1%"plies 01 Depths 14"-18" 3 rows 16d box/sinker nails @ 12"o.c. 450 p1 Max.Side Load=(18'/2)x(40+10 psf)=450 plf . Depth =24" 4 rows 16d box/sinker nails @ 12"o.c. 600 plf 4. Go to the Multiple Member Connection Table,Side-Loaded Depths 18"&less 2 rows 1/2"bolts @ 24"o.c.,staggered 335 plf Applications,1%"VERSA-LAM®,3 members (4)1%"plies Depth =24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 505 plf 5. The proper connection schedule must have a capacity greater than Depths 18"&less 2 rows 1/2"bolts @ 24°o.c.,staggered 855 ptf the max.side load: (2)3W plies Depth 20"-24" 3 rows 1/2"bolts @ 24"o.c.,staggered every 8" 1285 plf Nailed:3 rows 16d sinkers @ 12"o.c: 1. Beams wider than 7"must be designed by the engineer of record. specific connections with VERSA-LAM°. 525 plf is greater than 450 plf OK 2.All values in these tables may be increased by 15%for snow-load 5.Connection values are based upon the 2005 NDS. Bolts:' "diameter 2 rows @ 12"staggered: roofs and by 25%for non-snow load roofs where the budding 6.FastenMaster TrussLok,Simpson Strong-Tie SDS,and 755 plf is greater than 450 plf OK code allows. USP WS screws may also be used to connect multiple 3. Use allowable load tables or BC CALC°software to size beams. member VERSA-LAW beams,contact Boise Cascade EWP 4.An equivalent specific gravity of 0.5 may be used when designing Engineering for further information. Boise Cascade EVVP•ALl_JOIST"installation Guide•0811 9/201 3 VERSA-LAM® Beam Details/Allowable Nailin iHores :z • VERSA-LAM® Beam Details Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide • Strap per code if top plate is moisture barrier and �/z"air not continuous over header. Verify hanger lateral restraint 17_5pae \ hanger at at bearing. II required \`»� � g manufacturer betweeno1,44144410441004. VERSA-LAM® 14%0 I 40/07444 concrete column and wood. � , I L Columnional connector II per design p 4:1) rofessii Trimmers (ID �,,;2) of record Slope seat cut Bevel cut r Beam to concrete/masonry walls Bearing framing into wall i Wood top plate must be flush ' with inside of wall' Strap per code if .. ( Sloped seat Cut. Hanger j/J top plate is not /' Not to exceed continuous `~ 10. inside face + bevel cut ®111M ` 11111 of bearing. II _. a, `• �•bDO ondNOTinside face of wall ��/ III without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between II shown for clarity. or BC CALL®software analysis. concrete and wood VERSA-LAW Installation Notes • Minimum of 1/2"air space between beam and wall pocket or adequate barrier must be • VERSA-LAM®beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. • Adequate bearing shall be provided. If not shown on plans,please refer to load tables in • Continuous lateral support of top of beam shall be provided(side or top bearing framing). your region's Specifier Guide. Closest Allowable Nail Spacing Nailing Parallel to Glue Lines VERSA-LAM® &VERSA-RIM® Products (Narrow Face) Nailing • Nailing Parallel to Glue Lines(Narrow Face)'' to Glue Perpendicular Glue Lines (Wide Face) Nail Size VERSA-LAM® 1.4 1800 Rimboard VERSA-LAM® VERSA-LAM® 15/,6" 1W 3W&Wider All Products O.C. End O.C. End O.C. End O.C. End [inches] [inches] [inches] [inches] [inches] [inches] [inches] [inches] r 8d Box 3 1% 2 1 2 % 2 Y V1114. ' 8d Common 3 2 3 2 2 1 2 1 10d&12dBox 3 2 3 2 2 1 2 j 1 WiNailing Perpendicular to Glue Lines de Face) 16d Box 3 2 3 2 2 1 2.... 1 ( • ......... ..._.. ....... ..... 10d&12d Common 4 3 4 3 ' 2 2 2 2 Nailing Notes 16d Sinker 4 3 4 3 2 2 2 __ 2 _ 1) For 1% thickness and greater,2 rows of nails(such as for a metal strap)are 16d Common 6 4 6 3 i 2 2 2 2 allowed(use%"minimum offset between • Offset and stagger nail rows from floor sheathing and wall sole plate. rows and stagger nails). • Simpson Strong-Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong-Tie. Allowable Holes in VERSA-LAM® Beams Notes See Note 3 1.Square and rectangular holes are not permitted. 2.Round holes may be drilled or cut with a hole saw 'Js Depth anywhere within the shaded area of the beam. O 3.The horizontal distance between adjacent holes must beii O /3 Depth at least two times the size of the larger hole. ; v3 Depth 4.Do not drill more than three access holes in any four foot long section of beam. j _ 5.The maximum round hole diameter permitted is: --,/,-- V3 Span Vs Span -/— End Bearing Intermediate Bearing Beam Depth Max Hole Diameter 6.These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are 51/2" 3/4" governed by the provisions of the National Design Specifications for 714„ 1„ Wood Construction. 7.Beams deflect under load. Size holes to provide clearance where 91/4"and greater 2" required. 8.This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes,contact Boise Cascade EWP Engineering. Boise Cesrede EWP•A1..1.JOIST`Installation Guide•0812912013 Handling and Storage of Engineered Wood Products Site Storage Site Handling Protect AJS®Joists and VERSA-LAM® from the weather. i „..V-� ,-. -\r„, a j a . ›Hrr-�a; I IH} I 14 � j1 , SII O j / Unload from truck carefully using DO NOT lift AJS® Joists by top flange. �„ appropriate equipment. I 11.. =r Joist ' ,p';====x07) tea. cam. VERSA-LAM VERSA-LMIr F 1%�' �1 Ell b Ta j ==_ ' :lir _ Iij�. Keep at least 3W off the ground, more in wetter — 1 areas.Align stickers one above another and space a maximum of 15 feet apart. Do not drop AJS®Joists from height. Avoid lifting AJS®Joists horizontally. This damage can be prevented _: Leave AJS®Joists banded together until ready Fork radius causes facehicsear on by making sure that all joists are to install. first two ove fortks.to riseforks sittin on the flat onion of the lift to%r' / thick g p saver virtually forks.This can be accomplished eliminates lift)os by making sure that the forks are not fully extended into the unit re ws re A d front facespacer may of thebe forksrequirein orderonthe 11111 to assure that the joists sit on i III' A iiiiii, the flat portion of the forks and glailia do not come in contact with the -- t r radius area of the forks.This pro- cedure will equalize the pressure isi Flange crushing or break- on the flanges of all joists. age of outer AJS®Joist may occur at fork radius. AJS®Fork Radius Crushing BCI'Joists,VERSA-LAM''and ALLJOIST5'must be stored, installed and used in accordance with the 7 Boise Cascade EWP Installation Guide,building codes,and to the extent not inconsistent with the Boise .� _. Cascade EWP Installation Guide,usual and customary building practices and standards. VERSA-LAW, If in doubt ask! For theles1 ALLJOISP,and BCI5 Joists must be wrapped,covered,and stored off of the ground on stickers at all closest Boise Cascade , times prior to installation. VERSA-LAM'',ALLJOIST5 and BCI®Joists are intended only for applications EWP distributor/support that assure no exposure to weather or the elements and an environment that is free from moisture from center,call any source,or any pest,organism or substance which degrades or damages wood or glue bonds. Failure I 1-800-232-0788 to correctly store, use or install VERSA-LAMS,ALLJOIST®,and BCI''Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. k BOISE CASCADE,TREE-IN-A-CIRCLE,BCI,BC CALC,BC COLUMN,BC FRAMER,BC RIM BOARD,BOISE GLULAM,SIMPLE FRAMING SYSTEM, VERSA-LAM,VERSA-RIM,VERSA-STRAND,and VERSA-STUD are trademarks of Boise Cascade Company or its affiliates. The information in this document pertains to use in the For information about UNITED STATES ONLY.Allowable Stress Design. Refer to Boise Cascade Engineered Wood Products, the ALLJOIST Specifier Guide Canada for use in Canada, including sales terms and conditions, Limit States Design. warranties and disclaimers. Your Dealer is: visit our website at www.BCewp.com 0 Boise Cascade Engineered Wood Products 1 Great products are only the beginning: Copyright©Boise Cascade Wood Products, L.L.C. 2013 If no dealer is listed, call 1-800-232-0788 AIG US 08/29/2013 0 0 0 O ri o N 0 N 0 O N O L0 1 17-03-08 1 27-08-08 1 8-02-00 0 O N 0 M OD O 0 N 28-00-00 28-00-00 OD 0 0 N V n C-') TO V HATCH LEGEND 18' 7" General Notes: - Per ANSI/PPI 1.2002 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Trues Manufacturer. - Use Manufacturer's specifications for all hanger connections unless noted otherwise. Trusses are to be 24" o.c. U.N.O. All hangers are to be Simpson or equivalent U.N.O.- Use 10d x 1 1/2" Nails in hanger connections to single Ply girder trusses. Trusses are not designed to support brick U.N.O. Dimensions are Feet: Inches- Sixteenths Notes: No back charges will be accepted by Builders FirstSource unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that comes in contact with truss plates 6e. scabbed on tails) must have an approved barrier applied first. Refer to BCSPBI Summary Sheet -Guide for handling, Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required, it will be supplied at no extra cost by Builders FirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops, can lights, act..., so the trusses do not interfere with these type of items. All common framed roof or floor systems must be designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created b -v an engineer, but rather by the Builders FirstSource staff and is solely to be used as an installation guide and does not require a seal. Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer.. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so, trusses may not be designed symmetrically. Please refer to the individual truss drawings and truss placement plans for proper orientation and placement. Builders FirstSource Freeport PHONE: 850-835-4541 FAX: 850-835.4532 Jacksonville PHONE: 904.772-6100 FAX: 904-772.1973 Tampa PHONE: 813-621-9831 FAX: 813-628.8956 Ashlar Home Builders 801 Begonia Street Beaty Residence 8/12/19 CC N/A 2057321 I N/A 2057316 I. 28-00-00 OD 0 0 N V n C-') TO V HATCH LEGEND 18' 7" General Notes: - Per ANSI/PPI 1.2002 all " Truss to Wall" connections are the responsibility of the Building Designer, not the Trues Manufacturer. - Use Manufacturer's specifications for all hanger connections unless noted otherwise. Trusses are to be 24" o.c. U.N.O. All hangers are to be Simpson or equivalent U.N.O.- Use 10d x 1 1/2" Nails in hanger connections to single Ply girder trusses. Trusses are not designed to support brick U.N.O. Dimensions are Feet: Inches- Sixteenths Notes: No back charges will be accepted by Builders FirstSource unless approved in writing first. ACQ lumber is corrosive to truss plates. Any ACQ lumber that comes in contact with truss plates 6e. scabbed on tails) must have an approved barrier applied first. Refer to BCSPBI Summary Sheet -Guide for handling, Installing and Bracing of Metal Plate Connected Wood Truss prior to and during truss installation. It is the responsibility of the Contractor to ensure of the proper orientation of the truss placement plans as to the construction documents and field conditions of the structure orientation. If a reversed or flipped layout is required, it will be supplied at no extra cost by Builders FirstSource. It is the responsibility of the Contractor to make sure the placement of trusses are adjusted for plumbing drops, can lights, act..., so the trusses do not interfere with these type of items. All common framed roof or floor systems must be designed as to NOT impose any loads on the floor trusses below. The floor trusses have not been designed to carry any additional loads from above. This truss placement plan was not created b -v an engineer, but rather by the Builders FirstSource staff and is solely to be used as an installation guide and does not require a seal. Complete truss engineering and analysis can be found on the truss design drawings which may be sealed by the truss design engineer.. Gable end trusses require continuous bottom chord bearing. Refer to local codes for wall framing requirements. Although all attempts have been made to do so, trusses may not be designed symmetrically. Please refer to the individual truss drawings and truss placement plans for proper orientation and placement. Builders FirstSource Freeport PHONE: 850-835-4541 FAX: 850-835.4532 Jacksonville PHONE: 904.772-6100 FAX: 904-772.1973 Tampa PHONE: 813-621-9831 FAX: 813-628.8956 Ashlar Home Builders 801 Begonia Street Beaty Residence 8/12/19 CC N/A 2057321 I N/A 2057316 THE LAND SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X -SHADED" AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 J FOR DUVAL COUNTY, FLORIDA, F.I.R M INDEX DATE 11-02-18 DIMENSIONS SHOWN HEREON ARE PER FOUNDATION PLAN S 40' LOT 3 & N 20' LOT 4 BEATY RESIDENCE LOT SIZE 6,120± SQ. FT. DRIVEWAY TO R/W 80± SQ, FT, ENTRY WALK (AGGREGATE) 72± SQ. FT. CONCRETE AC PAD 9± SQ. FT, CONCRETE ENTRY & PATIO 74± SQ, FT. SCREEN ENCLOSURE 81.0± SQ. FT. I RIGHT-OF-WAY LENGTH 60.00 FT. TOTAL BUILDING COVERAGE 1,908± SQ. FT. 32% j TOTAL IMPERVIOUS COVERAGE 2,142± SQ. FIT. 35% PU LICA WUKKS { APPROVED { } DENIED { } NOT APPLICABLE TO DEPT 'DEVISED 5.43 CLA� APPROVED IK,�-1 () o Q z —2 OCr 5.41 0 r CLA\ Ld m BENCHMARK: SET NAIL & DISK �s�\ LB 3857 ELEVATION: (5.28) / ELEVATIONS SHOWN HEREON REFER TO NAVD OF 1988 TREE LEGEND 10 PM 10" PALM 10 WO 10" WATER OAK 10 CT v 10" CITRUS DENOTES FOUND 1/2" QQ IRON PIPE NO I.D. UNLESS OTHERWISE NOTED CLA - DENOTES CENTERLINE ASPHALT - DENOTES 12" WOOD POWER POLE WM - DENOTES WATER METER 5.7-,, SPOUT I 0 2.00' GUTTER 89°02'00"E REMAINDE OF LOT 3 BLO K 14'5 s' Wood FENCE (75.8`) 7'' FENCE FENCE 0.2'N 5.8; 102.00' 0.1'N 0.1 w 6 CT F 7"1 IT a 26.4' — 55 B.R.L - _ w 37.0' o 0LL o a Y — C oz �18 8 AR 'YtlU .79' LC� d o 3, � m 6' 5 ) p o Q 00 d- ori a ¢ = ccs C> O TREE PROTECTION — _ -o SOCK DRAIN PIPE WITH 5.39 CLA-'-,5.6} 5.4/4)5.frb 4FT EARTHEN WEIR EL. 5.8 RETENTION m N Ln Q N ALL AMERICAN SURVEYORS OF FLORIDA, INC. N LAND SURVEYORS - 3751 SAN ✓OSE PLAC& SUIT 15 - J4MWMW4 RVITIM 32257 - M1278-OOM - UC£NSED LAND &MMS NO. 3857 v rNi P SHOWING BOUNDARY, TOPOGRAPHIC AND TREE SURVEY WITH PLOT PLAN OF w E MA0) SOUTH 40' OF LOT 3 & THE NORTH 20' OF LOT 4, BLOCK 145 AS SHOWN ON THE MAP OF ATLANTIC BEACH SECTION H ww w� o OO 6iLY Y Z O 2 Nva OCT 30 2019 m �.; z r z %.3 c 6"PVC DOWN SPOUT I (TYP.) 2.00' GUTTER REMAINDE OF LOT 3 BLO K 14'5 s' Wood FENCE (75.8`) 7'' FENCE FENCE 0.2'N (1,02 SQ. FT) 102.00' 0.1'N 0.1 w Z g 7"1 IT m — 55 B.R.L - _ w 37.0' o 0LL o a Y — 47.0'a oz �18 di7.1) dZ — — I 10' 17.61' O�.N 4'N 4' WOOD 0. (32.4') O PROPOSED N BEATY RESIDENCE 6.7) W=45.00' D=52.40' ° o' (7 F.F.E.=1_0 Fm I laT 3 SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE CONNECTION POINT OF THE PORCH AND STOOP,THE r o C/) a o Ln 8.0 Z g BELOW F.F. ELEV. m w 37.0' o 0LL o a O m C:) - Q oz z -. di7.1) dZ — — C) = S89°02'00"W 102.0 FENCED � EEr 0.3'S _ 17.0 � o. 7' 6' WOOD FENCE ( 32.4') L-6" PVC PIPE REMAINDER OF REA 1 LOT 4 BLOCK 145 3,060 SQ. FT. YARD DRAIN TOP 7.2 NAIL & NO LD `-7.8 /FENCE 1.4'E (7-8)co M U o m o o S W X7.9 'n7.4 6o c� C1r)— O _9�z m ON AREA 2 DRAINAGE NOTES: Fm 1. THE COVERED PORCH AND STOOP SHALL BE SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE CONNECTION POINT OF THE PORCH AND STOOP,THE TYPICAL ELEVATION DROP SHALL BE 4 INCHES. C/) 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 61N Z g BELOW F.F. ELEV. m DRAINAGE NOTES: 1. THE COVERED PORCH AND STOOP SHALL BE SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE CONNECTION POINT OF THE PORCH AND STOOP,THE TYPICAL ELEVATION DROP SHALL BE 4 INCHES. C/) 2. GROUND ELEV. AT FOUNDATION SHALL BE MIN. 61N Z g BELOW F.F. ELEV. m w 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND o 0LL o z DRAINAGE 6" SOCK DRAIN PIPE WITH POP—UP EMITTERS = Q PLACED AT PROPERTY LINE. w Co < o C) = W DRAINAGE LEGEND 00.000.0 Q � ' „-- PRE -FLOW ARROW PROPOSED SPOT EL. 4� POST -FLOW ARROW X TO BE REMOVED (00.0) EXIST. SPOT EL. — • — PROPOSED SHALLOW REVISIONS SWALE O TREE PROTECTION — _ -o SOCK DRAIN PIPE WITH CRITICAL ELEVATION pop POP-UP EMITTER GRAPHIC SCALE ---- _.__ . 20 0 10 20 40 80 DESIGNED BY: RDP CHECKED BY: RDP SCALE: AS NOTED JOB ND.: 71903.00 C IN FEET ) SHEET NO. 1 inch = 20 ft. I C-1 THE LAND SHOWN HEREON IS IN THE SPECIAL FLOOD HAZARD ZONE "X -:SHADED" AS SHOWN ON FLOOD INSURANCE RATE MAP 0408 J FOR DUVAL COUNTY, FLORIDA, F.I.R.Ni INDEX DATE 11-02-18 5.7� 102.00' o REMAINDER OF LOT 3 NAIL 8 DISK 5.43 6' WOOD FENCE 7.8 END CLA� 5.4 o FENCE BLOCK 145 (75.8`) FENCE �_ 0.2'N (1,020 SQ. FT} , 0.1'N NO i.D N89°02 00"E 102.00 o.1W X7.8 ��- 7 CT FENCE f - 5.8/ 6 CT -- -- 5' B.R.L_ r } - r� i `$ 1,4'E W - v - 7.8) n w Q I� 26.4' __8� 47.0' m C k x Y I �o mom I ooLj o D O 18 PM m o O o L< O Z CD 5.4 w PROPOSED PROPOSED N 8 0, 2. 5.41 > 18" GRAVEL � BEAT( x r o DRIVEWAY RESIDENCE I wooD o_oo CLA� I 9 0 6.7) STEPS W 9 � (5.6) o W=45.00' I �d m 00 I D=52.40' 10.0' 2.3' _ F.F.E.=B_0 o (7.4 W 79 d _ 03 WRQ ( 00 Q a o O - LOT 3 -_ o BENCHMARK: LOT 4 o _x SET NAIL & DISK ti a o P80'x 4 a ^� o n SF 1 O S \ w 8.0' .... LB 3857 °Q o z I COVERED N o v �v zz A CONC. N ¢ w2). O w 17 PM cn: Ei_EVATION:(5.28) oiy I ENTRY o a � o Y LL o o. ( cn �\ Cl .26.4'[T 37.0' - N a o o Lu ELEVATIONS SHOWN HEREON REFER AF'9 \ TO NAVD OF 1988 Cl s' B -R -L• - �- z m I d W FENCE � � a � II 0.9'w 5.39 P 3 X n T �F , - SF - _ �T 7.5 7.4 CLA� 56 -ANNE FENCE/ S89`02 OO W 102.00' n F/ ` ENCE� m FENCE o.3's c ar I ; o 5.44 4 WOOD FENCE /7.0 5.6� (32.4') 6' WOOD FENCE 7' cl Y REMAINDER OF (32.4) ozo-o o LOT 4 BLOCK 145 L'�z m P 3,060 SQ. FT. E Z DIMENSIONS SHOWN HFRFOI\l ARF pFA cn i l(1n ,ns, S 40' LOT 3 & N 20' LOT 4 LOT SIZE - DRIVEWAY TO RAW ENTRY WALK (AGGREGATE) BEATY RESIDENCE 61"2�±�. pF1 72± SQ FT _ CONCRETE AC PAD 9± SQ FT CONCRETE ENTRY & PATIO 74± SQ FT SCREEN ENCLOSURE 81.0± SQ. FT. RIGHT-OF-WAY LENGTH 60.00 FT, 'i TOTAL BUILDING COVERAGE 1,908± Sift, 1`7,`A2% TOTAL TOTAL IMPERVIOUS COVERAGE 2,142f,.;SQ FT; 35% Q��pp9UU 0000000 �O Uva _ O no �� z O� o DRAINAGE NOTES °°°0000�%Q�pQ 1. THE COVERED PORCH AND STOOP SHALL BE SLOPED AT MIN. 1% AWAY FROM STRUCTURE. AT THE CONNECTION POINT OF THE PORCH AND STOOP,THE TYPICAL ELEVATION DROP SHALL BE 4 INCHES. n� Fw- o N � M w 't wErn �o� LU uo J W V' w J O U) z 0 0 iii Y z o p N d Q � `r � o z y � 2. GROUND ELEV. AT - FOUNDATION SHALL BE MIN. 61N BELOW F.F. ELEV. w o J J a 3. DOWNSPOUTS ARE TO BE CONNECTED TO UNDERGROUND m o DRAINAGE 6" SOCK DRAIN PIPE WITH POP-UP EMITTERS z o 2 z PLACED AT PROPERTY LINE. o o p WZ U DRAINAGE LEGEND 00.0 00.0 `- J O PRE -FLOW ARROW �- PROPOSED SPOT EL. 00 U) Q 0 w POST -FLOW ARROW X TO BE REMOVED (00.0) EXIST. SPOT EL. - . - PROPOSED SHALLOW OSWALE TREE PROTECTION IONS SOCK DRAIN PIPE WITH FF- CRITICAL ELEVATION pOP POP-UP EMITTER sF - SILT FENCE GRAPHIC SCALE PLOT DATE: 10 28 2019 2I 0 10 20 40 80 DRAWN aY.^" ^KG ( IN FEET ) SHEET NO. 1 inch = 20 ft. C-2 STEEL: A. DETAIL, FABRICATE, AND OR ERECT STEEL ACCORDING TO AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS". B. STRUCTURAL STEEL SHALL BE ASTM A36, EXCEPT AS NOTED BELOW: • PIPE - ASTM A53, TYPE E OR S, GR. B • TUBE - ASTM A500 C. ALL BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE. D. HEX NUTS AND COUPLERS USED FOR BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE LOW CARBON STEEL AND MEET OR EXCEED THE CAPACITY OF THE CORRESPONDING A36, SAE 1018 AND GRADE 2 BOLTS, ETC. HEX NUTS AND COUPLERS USED FOR HIGH STRENGTH BOLTS, ANCHOR BOLTS, AND THREADED RODS - ASTM A449 OR SIMILAR - SHALL BE HEAVY HEX ASTM A563 GRADE DH. E. ALL WELDING SHALL BE BY A CERTIFIED WELDER IN ACCORDANCE WITH AWS D1.1. ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER SIZE OF STEEL ANGLE NO STORY ABOVE GENERAL: WOOD: L3x3x1/4 6'-0" 4'-6" 3'-0" A. THIS DOCUMENT, ALONG WITH ASSOCIATED DOCUMENTS, IS AN INSTRUMENT OF ENGINEER's SERVICE FOR THE EXCLUSIVE USE AT THE PROJECT TITLED HEREIN. INFORMATION DERIVED FROM THIS DOCUMENT, AND/OR ASSOCIATED DOCUMENTS, MAY NOT BE USED FOR OTHER WORK(S) OR PROJECT(S) WITHOUT THE EXPRESS WRITTEN PERMISSION OF THE PROJECT ENGINEER IDENTIFIED BELOW. B. DESIGN IS VOID TWELVE MONTHS AFTER DATE OF ORIGINAL ISSUE. C. DESIGN IS BASED ON SECTIONS 1603-1610 OF THE FLORIDA BUILDING CODE -BUILDING AND SECTION R301 OF THE FLORIDA BUILDING CODE -RESIDENTIAL. THE ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR THE PROJECTS COMPLIANCE WITH PORTIONS OF THE FLORIDA BUILDING CODE NOT SPECIFICALLY IDENTIFIED. CODE REQUIREMENTS FOR FIRE (FIRE SEPARATION BETWEEN DWELLINGS, SPRINKLERS, ALARMS, EGRESS, ETC.) ARE TO BE SPECIFIED BY OTHERS. D. DO NOT SCALE. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DISCREPANCIES ARE FOUND BETWEEN PLANS, NOTIFY THIS OFFICE IMMEDIATELY. E. THESE DRAWINGS CONTAIN SPECIFIC INFORMATION INCLUDING, BUT NOT LIMITED TO, ARCHITECTURAL' ELEMENTS, DIMENSIONS AND LOCATIONS PROVIDED BY OTHERS. THIS OFFICE IS NOT RESPONSIBLE FOR THE ACCURACY OF INFORMATION PROVIDED BY OR DERIVED FROM OTHER SOURCES. F. CERTAIN COMPONENTS DISPLAYED IN THESE DOCUMENTS HAVE BEEN PREPARED BY COMPONENT MANUFACTURERS HAVING PROVED COMPLIANCE EITHER THROUGH THE FLORIDA PRODUCT APPROVAL SYSTEM OR APPROVAL BY A DELEGATE ENGINEER LICENSED IN THE STATE OF FLORIDA AND ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. IN ADDITION, COMPONENTS NOT SPECIFICALLY SPECIFIED IN THESE DOCUMENTSARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. REQUIRED COMPONENTS BELIEVED TO BE STRUCTURAL IN NATURE SHOULD BE BROUGHT TO THE ATTENTION OF THIS OFFICE OR BE PREPARED/REVIEWED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF FLORIDA. G. ALL DETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER OR DESIGNER. H. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE PRIOR TO COMMENCING WORK. I. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT OF THE ENGINEER OF RECORD. J. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. K. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT A. ALL SOLID SAWN (SS) FRAMING LUMBER TO BE AS FOLLOWS: 1. RAFTERS/JOISTS - #2 SYP 2. WALL PLATES - #2 SYP, U.N.O. 3. WALL HEADERS - #2 SYP 4. WALL STUDS - #2 SPF, U.N.O. B. ALL ENGINEERED WOOD PRODUCTS (EWP) TO BE AS FOLLOWS: 1. ALL STRUCTURAL COMPOSITE LUMBER (SCL) SPECIFIED BY THIS OFFICE TO BE AS FOLLOWS: a. BEAMS b. COLUMNS - LSL - 1.55E - LSL - 1.3E - LVL- 2.0E - LVL - 1.8E - PSL - 2.0E - PSL - 1.8E/2.OE (PER PLAN) 2. ALL BEAMS PROVIDED BY OTHERS (e.g. DESIGNED IN CONJUNCTION WITH A FLOOR TRUSS SYSTEM) TO BE PER BEAM LIST ON FRAMING PLAN ACCORDING TO BEAM CALCULATIONS PROVIDED BY OTHERS. REFER TO BEAM CALCULATIONS FOR INFORMATION IDENTIFYING THE SCL MANUFACTURER, SIZE AND MATERIAL TO BE USED. IT IS IMPORTANT THAT THE BEAM INSTALLED MATCHES THE SIZE, MATERIAL, AND MATERIAL MANUFACTURER SHOWN ON THE BEAM CALCULATION. SUBSTITUTING ANOTHER MANUFACTURERS MATERIAL, EVEN WITH MATCHING PROPERTIES, IS NOT ALLOWED WITHOUT WRITTEN NOTICE FROM THIS OFFICE. 3. ALL I -JOISTS TO BE PERFORMANCE RATED I -JOIST (PRI) 40, U.N.O. 4. ALL EWP TO BE INSTALLED PER MANUFACTURER's SPECIFICATIONS AND INSTRUCTIONS. C. ALL SHEATHING TO BE AS FOLLOWS: 1. SHEATHING SPECIFIED IS THE MINIMUM THICKNESS REQUIRED TO SUPPORT ALL DESIGN LOADS WITHIN CODE LIMITATIONS. ARCHITECTURAL SPECIFICATIONS, INCLUDING PRODUCT MANUFACTURER REQUIREMENTS OR A DESIRED HIGHER PERFORMANCE REQUIREMENT MAY REQUIRE SHEATHING THICKER THAN THAT SPECIFIED ON THESE PLANS. FOLLOW THE MOST STRINGENT SHEATHING THICKNESS REQUIREMENT. IF ROOF SHEATHING THICKNESS REQUIRED EXCEEDS I 15/32", USE 10d RING -SHANK NAILS. 2. ALL SHEATHING T BE APA K TECO RATED. 3. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. 4 5. . ALL WALL SHEATHING PANEL EDGES TO BE BLOCKED w/ 2x SOLID MATERIAL. NOMINAL PANEL THICKNESS SPECIFIED ON PLAN TO BE AS FOLLOWS: a. 7/16" ------ .437" THICKNESS - 24/16 SPAN RATING b. 15/32" ------ .469" THICKNESS.- 32/16 SPAN RATING c. 19/32" ------ .594" THICKNESS - 40/20 SPAN RATING 4'-6" B C D E F. G H I. J. K. L. B 8'-0" 6'-0" PARTS DURING ERECTION. d. 23/32" ------ .719" THICKNESS- 48/24 SPAN RATING 7'-0" 2 -6x3 -1/2x5/16 20'-0" 12'-0" L. TEMPORARY BRACING: CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE D. ATTACH ALL STUD COLUMNS, JACK ASSEMBLIES, KING ASSEMBLIES, CORNER POSTS, ETC. INCLUDING MULTI -PLY STUD MEMBERS AS FOLLOWS: T (no slab edge) EXTERIOR WALL AND PLUMB UNTIL THE ENTIRE STRUCTURE IS IN PLACE. BRACING SHOWN ON THE STRUCTURAL DRAWINGS IS FOR THE COMPLETED STRUCTURE ONLY. 1. 2x4 POST - (1) ROW OF 10d NAILS 6" o/c STAGGERED WITHIN 3/4" OF -CENTERLINE OF POST. LUGT3 (10) X 3S 3/8" x 4" ATR 3/8" x 6" ATR 2. 2x6 POST - (1) ROW OF 10d NAILS @ 4" o/c STAGGERED 1-1/2" OFF STUD EDGE. 3. 2x8 POST - (1) ROW OF 10d NAILS @ 8" o/c ALONG CENTERLINE AND (2) ADDITIONAL ROWS @ 8" o/c 1-5/8" OFF STUD EDGE. LTT20B N/A .1 FOUNDATION: -OR- -OR- CS18/CSHP18 E. FASTEN WALL SHEATHING TO EACH WALL STUD/POST w/ MIN 8d NAILS @ 12" o/c OR ATTACH GYPSUM TO INTERIOR POST w/ MIN 5d NAILS @ 4" o/c. IF MORE THAN 3 PLIES ARE USED, CONNECT EACH OUTER PLY TO SHEATHING AS SPECIFIED. F. WHERE NOT OTHERWISE SHOWN ON PLANS, ALL ATTACHMENTS SHALL BE AS INDICATED IN FBC TABLE 2304.9.1. NAILL„ 3/8"x6" TITEN HD A. THIS DESIGN HAS BEEN COMPLETED IN ACCORDANCE WITH PERTINENT STANDARDS, RECOMMENDED DESIGN SOIL PARAMETERS, AND ACCEPTED ENGINEERING DESIGN PROCEDURES AND IS BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF COMPLETION. THE DESIGN DOES NOT ANTICIPATE DIFFERENTIAL MOVEMENT 3/8"x6" TITEN HD RESULTING FROM SUBSURFACE CONDITIONS SUCH AS THE HEAVING OF EXPANSIVE SOIL DECOMPOSITION OF SUBSURFACE ORGANIC MATTER. SUBSURFACE EXPLORATION CONDUCTED BY A QUALIFIED GEOTECHNICAL ENGINEERING FIRM MAY BE USED AT THE DISCRETION OF THE BUILDING CONTRACTOR AND/OR BUILDING OFFICIAL AND ALL FINDINGS REPORTED TO THIS OFFICE FOR REVIEW. IN THE ABSENCE OF A GEOTECHNICAL ENGINEERS REPORT, THE E.O.R. DOES NOT ACCEPT LIABILITY FOR SUBSURFACE CONDITIONS WHICH MAY LEAD TO STRUCTURAL OR AESTHETIC DAMAGE TO THE STRUCTURE. G. ALL NAILS SHALL BE "COMMON", U.N.O. NAIL SIZES TO BE AS FOLLOWS: a. 8d - .131"x2-1/2" c. 12d - .148"x3-1/4" b. 10d - .148"x3" d. 16d - .162"x3-1/2" H. FASTENERS USED FOR ROOF APPLICATIONS TO BE CORROSION RESISTANT PER FBC 1506.5 (NAILS), 1506.6 (SCREWS), AND 1506.7 (CLIPS). I. USE OF TETRA GRIP (.113"X2-3/8") NAILS TO FASTEN FLOOR SHEATHING IS ALLOWED AS NOTED BASED ON ESR -3071 DATED DECEMBER 2015. (8) 1/4„ x 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR CORROSION/DECAY RESISTANCE: N/A SDS SCREEWSWS B. DESIGN HAS BEEN BASED ON ANON -EXPANSIVE SOIL WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 psf, ACTIVE EFP = 30 pcf (LEVEL BACK SLOPE). NOTIFY THE ENGINEER OF RECORD AND CEASE CONSTRUCTION IF ADVERSE OR OTHERWISE NON -CONFORMING CONDITIONS ARE FOUND TO EXIST. C. MINIMUM COMPRESSIVE DESIGN STRENGTH OF CONCRETE USED FOR FOUNDATION AND SLABS SHALL BE 2500 psi @ 28 DAYS. D. ADJACENT SURFACES SHALL COMPLY WITH FBC R401.3 AND R403.1.7. E. BACKFILL ADJACENT TO FOUNDATION WALLS SHALL NOT BE PLACED UNTIL THE WALLS HAVE SUFFICIENT STRENGTH AND HAVE BEEN ANCHORED TO THE FLOOR SYSTEM ABOVE OR ADEQUATELY BRACED TO PREVENT DAMAGE TO THE WALL. EXTREME CARE MUST BE USED THROUGHOUT CONSTRUCTION TO PREVENT MOVEMENT OF RETAINING/FOUNDATION WALLS UNTIL STRUCTURAL SYSTEM COMPLETION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ADEQUATELY SHORE THE WALLS THROUGHOUT CONSTRUCTION TO MAINTAIN THE INTEGRITY OF THE DESIGN. IF UNSURE WHAT COURSE OF ACTION TO TAKE IN ORDER TO PROVIDE ADEQUATE TEMPORARY BRACING/SHORING, CONTACT THE ENGINEER OF RECORD FOR ADDITIONAL CONSULTATION PRIOR TO PROCEEDING. F. FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OR UPON SOIL COMPACTED TO A DENSITY OF MIN. 95%, OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM -D 1557) FOR A DEPTH OF AT LEAST TWO FEET (2') BELOW THE BOTTOM OF THE FOOTING. G. ALL CONCRETE SLABS ON GRADE SHALL BE THE THICKNESS AS INDICATED ON THE DRAWINGS OVER MINIMUM 6 mil. POLYETHYLENE VAPOR RETARDER. SUCH SLABS SHALL BE REINFORCED WITH 6x6 W1.4x1.4 WWM LAPPED 8" AT EDGES AND ENDS IN CONFORMANCE WITH ASTM USED WITH THE MINIMUM 2�� FIBER LENGTH AT (1) LB/YD COMPLYING WITH ASTM -C 116. H. FILL UNDER CONCRETE SLABS SHALL BE CLEAN SAND FREE OF DEBRIS AND OTHER -OR- A. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE LUMBER IN DIRECT GROUND CONTACT TO BE PRESERVATIVE -TREATED WOOD CONFORMING TO AWPA STANDARD.U1 AND M4 - USE CATEGORY UC4A (UC5C IF IN CONTACT WITH SALT OR BRACKiSH�_WATER). B. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE LUMBER IN EXPOSED TO WEATHER OR WITH THE POTENTIAL FOR EXPOSURE TO BE PRESERVATt-TREATED WOOD CONFORMING TO AWPA STANDARD U1 AND M4 - USE CATEGORY UC3A. C. ALL INTERIOR WOOD BASED MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY TO CONFORM TO AWPA STANDARD U1 AND M4 - USE CATEGORY UC1. D. ALL METAL FASTENERS AND CONNECTORS EXPOSED TO WEATHER OR IN CONTACT WITH PRESERVATIVE TREATED MATERIALS SHALL BE Z -MAX COATED, HOT DIPPED GALVANIZED, STAINLESS STEEL OR OTHERWISE RATED BY THE MANUFACTURER FOR COMPATIBILITY WITH THE APPLICATION. THE EXTERIOR APPLICATION OF ANY MATERIAL TREATED WITH A PRESSURE PRESERVATIVE CONTAINING AMMONIA SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL FASTENERS AND CONNECTORS. THE USE OF ANY MATERIAL TREATED WITH THE PRESSURE PRESERVATIVE ACZA SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL FASTENERS AND CONNECTORS. E. STAINLESS STEEL AND ZINC -PLATED FASTENERS AND CONNECTORS MAY NOT BE COMBINED. USE ONLY SS FASTENERS WITH SS CONNECTORS. USE ONLY ZINC -PLATED FASTENERS WITH ZINC -PLATED CONNECTORS. F. REGULAR INSPECTION AND MAINTENANCE OF WOOD, WOOD -BASED AND METAL PRODUCTS USED IN OUTDOOR OR OTHER CORROSIVE ENVIRONMENTS OR APPLICATIONS IS NECESSARY FOR CONTINUED, LONG-TERM PERFORMANCE. MS24 (9) 10d COMMON x 1-1/2" / END MSTA36 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD HTT4 HTT4 (18) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR N/A (34) 16d COMMON x 3-1/2" / END NAILS SPT22 N/A (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE SP2 SPT24 N/A (6) 10d COMMON x 3" TO STUD (6) 10d COMMON x 3" TO PLATE DELETERIOUS MATERIAL. FILL SHALL BE COMPACTED TO A DENSITY OF AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM -D 1557). FILL SHALL BE MASONRY: N/A (4) 10d COMMON x 1-1/2" TO STUD (3) 10d COMMON x 1-1/2" TO DOUBLE PLATE (1) 10d COMMON x 1-1/2" TO SINGLE PLATE DSP TREATED WITH TERMITE POISON BEFORE SLAB IS PLACED OR OTHER MEANS OF N/A (8) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE (2) 10d COMMON x 1-1/2" TO SINGLE PLATE A. ALL MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530/ASCE 5/ TMS 402 LFTA6 N/A PROTECTING STRUCTURE FROM WDO's MUST BE INSTALLED AT LATER DATE. SPH4/6/8 I. WHERE SHOWN, CORES OF BLOCK MASONRY SHALL BE FILLED WITH COARSE GROUT MASONRY BUILDING CODE. (12) 10d COMMON x 1-1/2" TOTAL A34 OR PEA GRAVEL CONCRETE WITH THE MINIMUM COMPRESSIVE STRENGTH OF 2500 B. CONCRETE MASONRY UNITS SHALL BE ASTM C90-14, HOLLOW LOAD-BEARING (8) 8d COMMON x 1-1/2" TOTAL LTP4 psi AT 28 DAYS. U CONCRETE MASONRY UNITS, TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM (12) 8d COMMON x 1-1/2" TOTAL = r- J. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: • CONCRETE CAST AGAINST EARTH - 3" COMPRESSION STRENGTH OF 2000 psi (F'm=1500 psi). C. MORTAR SHALL CONFORM TO ASTM C270 AND BE OF TYPE S. > U] ❑JD0 • FORMED CONCRETE EXPOSED TO EARTH OR WEATHER - 11/2" • INTERIOR SLABS, WALLS - 3/4". I. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40 LONGITUDINAL D. GROUT WHEN SPECIFIED, SHALL CONFORM TO ASTM C 476 WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 psi. GROUT SHALL BE MIXED TO PROVIDE A SLUMP BETWEEN 8"-11". < mIL0u REINFORCING IN WALLS AND FOOTINGS SHALL BE CONTINUOUS AT CORNERS AND E. PROVIDE PRE -CAST CONCRETE LINTELS OVER ALL OPENINGS PER STRUCTURAL PLANS INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED. MINIMUM LAP OF REINFORCING SHALL BE 25" FOR #5 BARS AND 20" FOR #4 BARS. ALL 90' HOOKS SHALL HAVE A MIN. BEND LENGTH OF 6" FOR #4 AND 7-1/2" FOR #5 INTO FOOTING UNLESS NOTED OTHERWISE. J. ALL CONCRETE OPERATIONS, INCLUDING BUT NOT LIMITED TO MIX DESIGN, MIXING, TRANSPORTING, PLACING, REINFORCING DETAILING AND PLACING CURING AND TESTING SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS AND APPLICATION OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE". UNLESS NOTED OTHERWISE. F. LAP ALL VERTICAL REINFORCING A MINIMUM OF 20" FOR #4 BARS AND 25" FOR #5 BARS. ALL 90' HOOKS SHALL HAVE A MIN. BEND LENGTH OF 6" FOR #4 AND 7-1/2" FOR #5 INTO FOOTING UNLESS NOTED OTHERWISE. G. ALL CMU TO BE RUNNING BOND CONSTRUCTION. H. BRICK VENEER TIES SHALL BE NO. 9 U.S. GAGE WIRE OR NO. 22 U.S. GAGE x 7/8" CORRUGATED AND SHALL HAVE A HOOK EMBEDDED IN THE MORTAR JOINT. TIES SHALL BE SPACED NO MORE THAN 18 INCHES HORIZONTALLY AND VERTICALLY AND SHALL BE ATTACHED THROUGH THE WALL SHEATHING TO THE WALL STUDS. TIES SHALL BE PLACED WITHIN 12" OF ALL WALL OPENINGS STEEL: A. DETAIL, FABRICATE, AND OR ERECT STEEL ACCORDING TO AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS". B. STRUCTURAL STEEL SHALL BE ASTM A36, EXCEPT AS NOTED BELOW: • PIPE - ASTM A53, TYPE E OR S, GR. B • TUBE - ASTM A500 C. ALL BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE. D. HEX NUTS AND COUPLERS USED FOR BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE LOW CARBON STEEL AND MEET OR EXCEED THE CAPACITY OF THE CORRESPONDING A36, SAE 1018 AND GRADE 2 BOLTS, ETC. HEX NUTS AND COUPLERS USED FOR HIGH STRENGTH BOLTS, ANCHOR BOLTS, AND THREADED RODS - ASTM A449 OR SIMILAR - SHALL BE HEAVY HEX ASTM A563 GRADE DH. E. ALL WELDING SHALL BE BY A CERTIFIED WELDER IN ACCORDANCE WITH AWS D1.1. ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER SIZE OF STEEL ANGLE NO STORY ABOVE ONE STORY ABOVE TWO STORIES ABOVE L3x3x1/4 6'-0" 4'-6" 3'-0" L4x3x1/4 8'-0" 6'-0" 4'-6" L5x3-1/2x5/16 10'-0" 8'-0" 6'-0" L6x3-1/2x5/16 14'-0"91-611 MTW12 7'-0" 2 -6x3 -1/2x5/16 20'-0" 12'-0" 9'-6" NOTES: a. LINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4". b. LONG LEG OF ANGLE SHALL BE PLACED INA VERTICAL POSITION. c. CONTACT THIS OFFICE FOR OPENING WIDTHS EXCEEDING THOSE SHOWN. TRUSSES: A. ALL TRUSS ENGINEERING TO BE DESIGNED AND APPROVED BY DELEGATED TRUSS ENGINEER LICENSED TO PERFORM ENGINEERING IN THE STATE OF FLORIDA. ALL ROOF/FLOOR TRUSS ENGINEERING TO MATCH LAYOUT(S) SHOWN ON THE FRAMING PLAN(S). ANY VARIATIONS FOUND SHOULD BE REPORTED TO THIS OFFICE PRIOR TO COMMENCING FOUNDATION POUR OR FRAMING. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE WIND SPEED / EXPOSURE DESIGNATED IN THE "WIND DESIGN CRITERIA" SHOWN ON THIS SHEET. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE LOADINGS SPECIFIED IN THE "TRUSS MEMBER DESIGN CRITERIA" SHOWN ON THIS SHEET. ALL RIDGE, HIP RIDGE, AND HIP BLOCKING ("DOLLAR EATERS") TO BE 2x4 #2 SYP @ MAX. 24" o/c w/ (3) .131x3" TOENAILS/END. REFER TO TRUSS ENGINEERING OR TRUSS LAYOUT FOR ALLTRUSS TO TRUSS, BEAM, OR LEDGER CONNECTIONS. IF NO CONNECTION IS SPECIFIED, CONTACTTHIS OFFICE IMMEDIATELY. REFER TO TRUSS ENGINEERING FOR ALL PLY TO PLY CONNECTIONS. TRUSS UPLIFTS REPORTED BY THE TRUSS DESIGN SOFTWARE SHOULD BE DISREGARDED. UPLIFTS HAVE BEEN CALCULATED BY THIS OFFICE AND ALL CONNECTIONS SPECIFIED ON THESE PLANS SHOULD BE FOLLOWED. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI 1-03 PUBLISHED BY TPI AND WTCA PRIOR TO PERFORMING THESE FUNCTIONS. TOP CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH ROOF SHEATHING PER SCHEDULE (SEE FR SHEETS) OR 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE TRUSS ENGINEERING BENEATH PIGGYBACK TRUSSES, VALLEY TRUSSES, OR VALLEY OVERFRAMING PER DETAIL F/FRD ABOVE. ATTACH PURLINS TO EACH INTERSECTING TOP CHORD w/ (2) .131x3" NAILS. BOTTOM CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY APPLIED DRYWALL CEILING OR 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE BOTTOM CHORD OF THE TRUSS ENGINEERING. ATTACH PURLINS TO EACH INTERSECTING BOTTOM CHORD w/ (2) .131x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. PERMANENT TRUSS BRACING: WEB BRACING QUANTITY AND LOCATION TO BE INSTALLED AT LOCATIONS SHOWN ON THE TRUSS ENGINEERING. FOR MULTIPLE, IN-LINE WEBS REQUIRING BRACING, REFER TO OPTION 1 BELOW. FOR INDIVIDUAL TRUSS WEBS, L OR T BRACE PER OPTION 2 BELOW. (1) 2x4 S.G. SPF DIAGONAL BRACE FROM CONTINUOUS LATERAL RACE TO UNDERSIDE OF TRUSS TOP CHORD. APPLY OVER MIN. (3) RUSSES @ EACH END OF EACH CONTINUOUS LATERAL BRACE LINE AND @ MAX. 20' INTERVALS BETWEEN ENDS. 2x4 S.G. SPF LATERAL BRACE. QUANTITY AND LOCATION PER TRUSS ENGINEERING. OVERLAP SPLICES OVER MIN. (2) TRUSSES. u:. T -BRACE FASTENED TO WEB w/.131x3" @ 6" O/C. T -BRACE TO BE SAME SIZE, SPECIES AND GRADE AS WEB TO BE BRACED. I I it II I I 6" MAX. - OPTION 1- - OPTION 2 - CONTIN000S LATERAL BRACING INDIVIDUAL WEB BRACING ATR ALL THREAD ROD: SEE TD PAGES AND TDD DETAIL PAGE BM BEAM CL CENTERLINE CLG CEILING CMU CONCRETE MASONRY UNIT CONT. CONTINUOUS CS COVER SHEET DL DEAD LOAD 0 DEFLECTION DSW4 DOUBLE SIDED SW4 SHEAR WALL - SEE FR PAGES DSW3 DOUBLE SIDED SW3 SHEAR WALL - SEE FR PAGES E.O.R. ENGINEER OF RECORD EXT. EXTERIOR FBC FLORIDA BUILDING CODE FD FOUNDATION SHEET FDD FOUNDATION DETAIL SHEET FR FRAMING SHEET FRD FRAMING DETAIL SHEET G38 SHEAR WALL HOLD DOWN - SEE TD PAGES HDR HEADER INT. INTERIOR LL LIVE LOAD MAX. MAXIMUM MIN. MINIMUM 012 SHEAR WALL HOLD DOW2SEE�T'D D PAGES 058 SHEAR WALL HOLD DOWPAGES O/C ON CENTER OPT. OPTIONAL OSB ORIENTED STRAND BOARD PCF POUNDS PER CUBIC FOOT PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PT PRESSURE TREATED (TREATED FOR OUTDOOR USE) QTB BLUE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTG GREEN QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTO ORANGE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE RSD RAISED SCL STRUCTURAL COMPOSITE LUMBER SG STUD GRADE SPF GRADE #2 SPRUCE PINE FIR SS STAINLESS STEEL SW6HP SHEAR WALL - SEE FR PAGES SW6 SHEAR WALL - SEE FR PAGES SW4 SHEAR WALL - SEE FR PAGES SW3 SHEAR WALL - SEE FR PAGES SWS1 SHEAR WALL - SEE FR PAGES SW -GYP SHEAR WALL - SEE FR PAGES SYP GRADE #2 SOUTHERN YELLOW PINE TD "TIE DOWN" SHEET TDD "TIE DOWN" DETAIL SHEET TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE W/ WITH W/o WITHOUT - - WWM/F WELDED WIRE MESH/FABRIC X58 SHEAR WALL HOLD DOWN - SEE TD PAGES ABBREVIATIONS HOLD DOWN CONNECTOR SCHEDULE z NMAX.4 FASTENERS FASTENERS (5) 8d COMMON x 1-1/2" / END SDWC15600 EXPOSURE CATEGORY 0 o z H8 TO CONCRETE FOUNDATION N o ATTACHMENT N = H ATTACHMENT TO WOOD POST MTW12 u:. T -BRACE FASTENED TO WEB w/.131x3" @ 6" O/C. T -BRACE TO BE SAME SIZE, SPECIES AND GRADE AS WEB TO BE BRACED. I I it II I I 6" MAX. - OPTION 1- - OPTION 2 - CONTIN000S LATERAL BRACING INDIVIDUAL WEB BRACING ATR ALL THREAD ROD: SEE TD PAGES AND TDD DETAIL PAGE BM BEAM CL CENTERLINE CLG CEILING CMU CONCRETE MASONRY UNIT CONT. CONTINUOUS CS COVER SHEET DL DEAD LOAD 0 DEFLECTION DSW4 DOUBLE SIDED SW4 SHEAR WALL - SEE FR PAGES DSW3 DOUBLE SIDED SW3 SHEAR WALL - SEE FR PAGES E.O.R. ENGINEER OF RECORD EXT. EXTERIOR FBC FLORIDA BUILDING CODE FD FOUNDATION SHEET FDD FOUNDATION DETAIL SHEET FR FRAMING SHEET FRD FRAMING DETAIL SHEET G38 SHEAR WALL HOLD DOWN - SEE TD PAGES HDR HEADER INT. INTERIOR LL LIVE LOAD MAX. MAXIMUM MIN. MINIMUM 012 SHEAR WALL HOLD DOW2SEE�T'D D PAGES 058 SHEAR WALL HOLD DOWPAGES O/C ON CENTER OPT. OPTIONAL OSB ORIENTED STRAND BOARD PCF POUNDS PER CUBIC FOOT PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PT PRESSURE TREATED (TREATED FOR OUTDOOR USE) QTB BLUE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTG GREEN QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTO ORANGE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE RSD RAISED SCL STRUCTURAL COMPOSITE LUMBER SG STUD GRADE SPF GRADE #2 SPRUCE PINE FIR SS STAINLESS STEEL SW6HP SHEAR WALL - SEE FR PAGES SW6 SHEAR WALL - SEE FR PAGES SW4 SHEAR WALL - SEE FR PAGES SW3 SHEAR WALL - SEE FR PAGES SWS1 SHEAR WALL - SEE FR PAGES SW -GYP SHEAR WALL - SEE FR PAGES SYP GRADE #2 SOUTHERN YELLOW PINE TD "TIE DOWN" SHEET TDD "TIE DOWN" DETAIL SHEET TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE W/ WITH W/o WITHOUT - - WWM/F WELDED WIRE MESH/FABRIC X58 SHEAR WALL HOLD DOWN - SEE TD PAGES ABBREVIATIONS HOLD DOWN CONNECTOR SCHEDULE z w FASTENERS FASTENERS (5) 8d COMMON x 1-1/2" / END SDWC15600 EXPOSURE CATEGORY 0 o z H8 TO CONCRETE FOUNDATION N o ATTACHMENT N = H ATTACHMENT TO WOOD POST MTW12 INTERIOR WALL MONO SLAB @ STEMWALL @ _ t < (12) 10d COMMON x 1-1/2" / END (16) 16d SINKER x 3-1/4" TO TRUSS (14) 16d SINKER x 3-1/4" TO PLATE/POST (no slab edge) EXTERIOR WALL EXTERIOR WALL LGT3 LUGT3 (10) X 3S 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR LTT20B N/A .1 -OR- -OR- -OR- CS18/CSHP18 RS200 NAILL„ 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD CS16-150 (14) 10d COMMON x 1-1/2" / END (8) 1/4„ x 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR DTT2Z N/A SDS SCREEWSWS -OR_ -OR- -OR- MS24 (9) 10d COMMON x 1-1/2" / END MSTA36 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD HTT4 HTT4 (18) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR N/A (34) 16d COMMON x 3-1/2" / END NAILS SPT22 N/A (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE HTTS HTTS (26) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR NAILS HDQ8 UPHD8 (20) 1/4" x 3" 7/8" x 8" ATR 7/8" x 16" ATR 7/8" x 16" ATR SDS SCREWS HDU14 UPHD14 (36) 1/4"x2-1/2" 1" x 10" ATR 1" x 18" ATR 1" x 20" ATR SDS SCREWS HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"x2"x1/4" WASHER FOR USE WITH LTT20B HOLD DOWN. 2. PROVIDE MIN. 2-1/2" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 5/8" ATR. 4. PROVIDE MIN. 4" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 7/8" OR 1" ATR. 5. ALL ATR CONNECTIONS ARE EPDXIED CONNECTIONS TO THE FOUNDATION USING SIMPSON "SET -XP" 2 -PART EPDXY INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 6. FOR USP UPHD HOLD DOWNS, USE THE WS3 SCREWS PROVIDED TO ATTACH THE HOLD DOWN TO POST. FILL ALL HOLES. FRAMING CONNECTOR SCHEDULE SIMPSON CONNECTOR H2.5A USP ALTERNATIVE RT7A QT ALTERNATIVE HA4 FASTENERS (5) 8d COMMON x 1-1/2" / END SDWC15600 EXPOSURE CATEGORY FMFF006 N/A H8 RT8A N/A (5) 10d COMMON x 1-1/2" / END MTS12 MTW12 N/A (7) 10d COMMON x 1-1/2" / END HTS20 HTW20 N/A (12) 10d COMMON x 1-1/2" / END (16) 16d SINKER x 3-1/4" TO TRUSS (14) 16d SINKER x 3-1/4" TO PLATE/POST LGT2 LUGT2 N/A LGT3 LUGT3 N/A (12) 1/4"x2-1/2" SDS SCREWS TO TRUSS (26) 16d SINKER x 3-1/4" TO PLATE/POST LGT4 LUGT4 N/A (16) 1/4"x3" SDS SCREWS TO TRUSS (30) 16d SINKER x 3-1/4" TO PLATE/POST CS20 RS250 CS20-250 (9) 10d COMMON x 1-1/2" / END CS18/CSHP18 RS200 CS18-200 (11) 10d COMMON x 1-1/2" / END CS16 RS150 CS16-150 (14) 10d COMMON x 1-1/2" / END MSTA12 MSTA12 LS12 (5) 10d COMMON x 1-1/2" / END MSTA18 MSTA18 MS24 (7) 10d COMMON x 1-1/2" / END MSTA24 MSTA24 MS24 (9) 10d COMMON x 1-1/2" / END MSTA36 MSTA36 MS36 (13) 10d COMMON x 1-1/2" / END MST48 KST248 N/A (25) 16d COMMON x 3-1/2" / END MST60 KT5260 N/A (34) 16d COMMON x 3-1/2" / END SPI SPT22 N/A (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE SP2 SPT24 N/A (6) 10d COMMON x 3" TO STUD (6) 10d COMMON x 3" TO PLATE SSP N/A N/A (4) 10d COMMON x 1-1/2" TO STUD (3) 10d COMMON x 1-1/2" TO DOUBLE PLATE (1) 10d COMMON x 1-1/2" TO SINGLE PLATE DSP N/A N/A (8) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE (2) 10d COMMON x 1-1/2" TO SINGLE PLATE TSP LFTA6 N/A (9) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOU1PLATE SPH4/6/8 SPTH4/6/8 N/A (12) 10d COMMON x 1-1/2" TOTAL A34 MP34 SC35 (8) 8d COMMON x 1-1/2" TOTAL LTP4 MP4F SC35F (12) 8d COMMON x 1-1/2" TOTAL MEMBER CONNECTION DETAILS HIP ROOF - FOLLOW "END ZONE" - NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. 0 y i MAIN ROOF BODY FOLLOW "INTERIOR ZONE" NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. /tel/�l/%l/0/�ll/ NT d L GABLE ROOF o/c NAILING TO WITHIN 4' OF EACH GABLE END, SEE DETAIL L/FRD. TYPICAL ROOF ZONE NAILING REQUIREMENTS GENERAL DESIGN CRITERIA BUILDING CODE 2017 FBC -RESIDENTIAL -] DESIGN GUIDE ASCE 7-10 WIND SPEED (Vu,) 130 mph WIND SPEED (VASO) 101 mph EXPOSURE CATEGORY C BUILDING TYPE ENCLOSED RISK CATEGORY II TOPOGRAPHY FLAT MEAN ROOF HEIGHT < 25' USE L. L. D.L. L.L.O T.L.A ROOF a (SHINGLE) 20 7 L/240 L/180 FLOOR (ROOMS) 40 15 L/360 L/240 FLOOR (DECKS) 40 15 L/360 L/240 FLOOR (GAME ROOMS) 60 15 L/360 L/240 FLOOR (BALCONIES) 60 15 L/360 L/240 ATTIC CEILING (STORAGE) 20 5 L/360 L/240 ATTIC CEILING (NO STORAGE) 10 5 L/360 L/240 WALL (BRITTLE FINISH) ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED OVER THE ENTIRE SPAN. L/360 MAX. 16" o/c. WALL (FLEXIBLE FINISH) PANEL) SYSTEMS. L/180 I TRUSS MEMBER DESIGN CRITERIA MEMBER L.L. D. L. L.L. T. L. (+) (-) (+) (-) WINDOWS DOORS WALLS A A d ROOF TOP CHORD (SHINGLE) 20 7 L/240 L/180 ROOF BOTTOM CHORD 10a'b 5 L/240 L/180 FLOOR TOP CHORD 40 ` 10 L/360 L/240 FLOOR BOTTOM CHORD 0 1 5 L/360 L/240 a. NEED NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD REQUIREMENTS. b. MUST BE INCREASED TO 20 PSF (LIMITED STORAGE) WHEN TWO OR MORE ADJACENT TRUSSES HAVE THE SAME WEB CONFIGURATION AND ARE CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE, OR GREATER, BETWEEN THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER AND THE FOLLOWING CRITERIA IS MET: * THE ATTIC AREA IS ACCESSIBLE BY A PULL-DOWN STAIRWAY OR FRAMED OPENING. * THE BOTTOM CHORD PITCH IS < 2/12. * BOTTOM CHORDS SHALL BE DESIGNED FOR THE GREATER OF ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED OVER THE ENTIRE SPAN. c. INCREASE GAME ROOM LIVE LOADING TO 60 psf AND SPACE TRUSSES @ MAX. 16" o/c. d. TRUSSES HAVE NOT BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. WIND-BORNE DEBRIS CLASSIFICATION NOTE: THIS RESIDENCE IS NOT LOCATED IN THE WIND-BORNE DEBRIS AREA. WINDOW PROTECTION IS NOT REQUIRED. TIE -DOWN DESIGN TYPE ATR/QT SYSTEM DESIGN (C&C) PRESSURES SURFACE OPENING SIZE OR TRIBUTARY AREA IN SQUARE FEET INTERIOR ZONES END ZONES (+) (-) (+) (-) WINDOWS DOORS WALLS 0-20 24.6 26.7 24.6 33.0 21-50 23.6 25.7 23.6 30.9 51-100 22.1 24.2 22.1 28.0 101-200 20.9 22.9 20.9 25.7 201-500 19.8 21.9 19.8 23.4 > 500 18.4 20.4 118.4 20.4 SOFFITS ALL 24.6 26.7 124.6 33.0 VERSION 5.3 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 G.O.A.#26894 - (904)342-8751 JOB NUMBER �J 1 671 2 PRIOR VERSION DATES l 7qr. ET S PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ��`��'• �.�G E � F) ��• � iii 8 327---U!: S TE OF ONALN``�� 1111111110 B/21/19 w U Z w ❑ UJ CO W W 0� i- Q 2 >- Z W 0 Z :1 W 10 Q 0 I L]WUU] 0 m w 1 LJJ z < w = r- Q> > U] ❑JD0 < mIL0u PRIOR VERSION DATES l 7qr. ET S PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ��`��'• �.�G E � F) ��• � iii 8 327---U!: S TE OF ONALN``�� 1111111110 B/21/19 D D NOTES: 1. REFER TO DETAIL 1/FDD FOR ALL EXTERIOR PERIMETER FOOTINGS. 2. REFER TO DETAIL 2/FDD FOR ALL EXTERIOR PERIMETER FOOTINGS WITH CURB/PEANUT WALL. 3. ALL FLATWORK CONTAINED WITHIN THE BEARING FOOTINGS SHOWN TO BE A 4" CONC. SLAB REINFORCED W/ EITHER 6x6 10/10 WWM OR FIBERMESH ON 6 MIL VAPOR RETARDER OVER TERMITE TREATED, CLEAN, COMPACTED FILL. 4. SAWCUT FLAT WORK IN 15'x15' GRID, 1" DEEP WHILE CONCRETE IS WORKABLE (WITHIN 12 HOURS OF PLACEMENT). 5. CERTAIN EMBED STRAPS REQUIRE ADDITIONAL FOUNDATION REINFORCEMENT. REFER TO SIMPSONS DETAILS FOR REQUIREMENTS. 6. FOR CHASE PENETRATIONS OF INTERIOR OR EXTERIOR FOOTINGS, DEEPEN THE FOOTING THE DEPTH OF THE PENETRATION. FOR CHASE PENETRATIONS OF STEMWALLS, GROUT SOLID AROUND CHASE. NOTE: THIS PLAN IS TO BE USED FOR STRUCTURAL FOUNDATION REQUIREMENTS AND INTERIOR BEARING FOOTING LOCATIONS. REFER TO THE ARCHITECTURAL PLAN FOR SLAB DIMENSIONS. SEE SHEET FDD FOR FOUNDATION DETAILS FOUNDATION PLAN SCALE: 1/4"=1'-O" r -R� 14 MURRAY ENGINEERING INCORPORATED 457 !-HAMPTON PT DR)VE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J 1 6 7 1 2 PRIOR VERSION DATES DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET F D 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 El,��ii, E A1,3 No 81 :LO •�_ E OF SS'•p R 1.0.•'G�� ZONAL 8/2 1 /1 9 W U Z W 0 z Cfa W —� W a - .ZZ z z O Z I—:3O 2 0 Q 0 - Q: L9WUF- m Q W Q J m Z = r-Qj::) cn 0 ID Q 00 11 0 LL PRIOR VERSION DATES DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET F D 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 El,��ii, E A1,3 No 81 :LO •�_ E OF SS'•p R 1.0.•'G�� ZONAL 8/2 1 /1 9 OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6" MAX. HEIGHT= 8" a GRADE VARIES MIN. I III—III ki —IIJ=1I1=1I1—I i ,_IIII-1 a_° II—I' ' I =1 I I—III III=1 -8" I III 111- ' ' III—Ili ii! CONTINUOUS 8" FOOTING PAD FOOTING SHOWN BEYOND w/(1) #4 or #5 CONT. FOR BEARING POSTS. SEE PLAN FOR SIZE AND LOCATION. OPTIONAL CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR CENTER FOOTING ON LOAD ELEVATION CENTER OF BEARING WALL ABOVE. 4 (MAX HEIGHT = 4" FOR 4" WIDTH) rWALL ABOVE. Y (MAX HEIGHT = 8" FOR 6" WIDTH) I VARIES, SEE ARCH. j r+� II ° 45 1=12 MINA—II, #' d !I1=1I1=III—III— „" I =-12" —IIII—III- 45 45 -1 1=11—,III 8 III °. I MIN. Lill—III CONTINUOUS FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's OPTION 1 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's OPTION71 8" MIN. 20" MAX. GRADE II II I I � -I 1112" MIN. I I III„III—IiI_lil , OPTIONAL 8"x8" BRICK LEDGE w/ (1) #4 OR #5 CONTINUOUS. i CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR ELEVATION (MAX HEIGHT = 4” FOR 4" WIDTH) (MAX HEIGHT = 8" FOR 6" WIDTH) 4" CONCRETE SLAB 45°IIIIIII d I I I: 8„ 1=f i f—f 11=1 CONTINUOUS MONOLITHIC EXTERIOR FOOTING AS FOLLOWS: 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's M 4" CONCRETE SLAB 0 8" MIN. a d N 20" MAX. ° GRADE 4 45 II11 IIII 0 -- — —i = —I11=1 =111=1 E12" MIN. I I I— — 1 - III °d• ° _ a• p is 811 L 11 III—I f l I f l=III= l i—I OPTIONAL 8x8 BRICK CONTINUOUS MONOLITHIC EXTERIOR T LEDGE W/ (1) #4 OR #5 FOOTING AS FOLLOWS: H CONTINUOUS. 1 -STORY: 12"WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's I C LJ ()M0 NOL'THIC PORCH EDGE DETAIL MONOLITHIC BEARING STEP DOWN DETAIL MONOLITHIC EXT. FOOTING DETAIL w CURB 4 3 2 / MONOLITHIC EXT. FOOTING DETAIL OPTIONS: STEMWALL DETAIL 4 OPTIONS: STEMWALL DETAIL 3 OPTIONS: STEMWALL DETAIL 2 OR ELEVATED MONO DETAIL 10 OPTIONS: STEMWALL DETAIL 1 OR ELEVATED MONO DETAIL 9 OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6" MAX. HEIGHT= 8" SEE DETAIL 1-STEMWALL — — - FOR WALL REQUIREMENTS d= °� PAD FOOTING SHOWN -J BEYOND FOR BEARING POSTS. SEE PLAN FOR SIZE AND GRADE 12 = 1= LOCATION. 1 Ic _ �d as III. I „III „_III—III,MIN. 10„III :.° III LII: '-111111111111 I�' II FOLLOW DETAIL 1-STEMWALL REQUIREMENTS STEMWALL PORCH EDGE DETAIL (MAX. 5 COURSES) OPTIONS: MONOLITHIC DETAIL 4 _STEPd d 45 —III= 1=1 11-11 —III=1 III=III III=I III —III—I' =I 1 1=1 I STEP + 2" -1 ! I, I' I - 11—I 11-1 I '— . NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION EXPANSION JOINT ELEVATION OF POOL DECI POOL DESIGN BY OTHERS CHAIR BLOCK w/ (1) #4 4” CONCRETE SLAB OR #5 CONT. VARIES, SEE ARCH. =III -III a II I 1= 8" CMU w/ #4 OR #5 VERTICALS @ 1-111 III EACH CORNER,, EACH SIDE OF EACH FOOTING ELEVATION CHANGE AND III=III—III II III III— III I — I1=11 48" o/c THEREAFTER. BEND MIN. 11= 12" INTO SLAB, G ROUT 1=1 III- REINFORCED CELLS SOLID. IIIIIII—I=— ��.111�' CONTINUOUS STRIP FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ 1 #4 or (2) #5's (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) STEMWALL BEARING STEP DOWN DETAIL OPTIONS: MONOLITHIC DETAIL 3 i! II I I 45° TYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. SLOPE FOR DRAINAGE OR PROVIDE 3/4 RECESS. : d. — 8" 117I 17.5 =1—III ° 45°=III III III III—III 1112" I III -1 I L— ' ' III. -111 Ill = i i I—j1' CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE @ GARAGE OPENING (1) #4 or #5 CONTINUOUS @ 3" FROM TOP. 6"MIN. CONCRETE CURB TO BE BUILT UP #4 or #5 VERTICALS @ �--,� TO FINISH FLOOR ELEVATION U (MAX HEIGHT= 30"). 48" o/c BEND INTO ZLo FOOTING & LAPPED 6" I Q 4" CONCRETE SLAB WITH UPPER STEEL W _J 0 GRADE5-011 �=I I I—I I I= I i2" MIN. II— iL_ � i- Q 111= g" 11 11 OPTIONAL 8x8 -III—III I I -11d= BRICK I I=1 CONTINUOUS MONOLITHIC EXTERIOR LEDGE w/ (1) #4 OR #5 FOOTING AS FOLLOWS: CONTINUOUS. 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's W 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's MONO DETAIL w/ ELEVATED CURB L HEADER COURSE w/ (1) #4 OR #5 CONT. 8" CMU w/ #4 OR #5 VERTICALS @ EACH MAX PROJECTION OF CMU CORNER, EACH SIDE OF EACH FOOTING ABOVE SLAB = 16" ELEVATION CHANGE AND 48" o/c THEREAFTER. BEND MIN. 12" INTO HEADER 4" CONCRETE SLAB COURSE. GROUT REINFORCED CELLS SOLID. ° 11 it GRA114E-1-1-_ 1211=11„ d III III—I �,III-III=,MIN. 10 II _IIII ! ''=1111iIIIIIII I !I CONTINUOUS EXTERIOR STRIP FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) - STEMWALL DETAIL w/CURB (MAX, 5 EXPOSED COURSES) OPTIONS: MONOLITHIC DETAIL 2 OR ELEVATED MONO DETAIL 10 CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPOSED COURSES 1/2" MIN. LOCATE ONE 24" #4 OR #5 REBAR WITHIN SHEAR CONE. EMBEDMENT LINE LOCATE ONE 24" #4 OR #5 REBAR WITHIN HATCHED AREA. STRAP @ EA. END OF WALL AS FOLLOWS: • 0"- 8" CURB HEIGHT: STHD14 EMBED STRAPS • 8"-16" CURB HEIGHT: STHD14RJ EMBED STRAPS • ABOVE 16" HEIGHT or IN LIEU OF EMBEDS: USE MSTCM40 FLAT STRAPS w/ (14) 1/4"x2-1/4" TITENS TO CMU/FOOTING AND (26) 16d SINKERS TO FRAME. EMBED STRAP(S) @ GARAGE OPENING DETAIL DETAIL IS ONLY REQUIRED WHEN SPECIFIED ON PLAN. APPLIES TO BOTH MONO & STEMWALL FOUNDATIONS. (1) #4 or #5 CONTINUOUS @ 3 FROM TOP. 1 4" CONCRETE SLAB #4 or #5 VERTICALS @ EACH CORNER, EACH SIDE OF ELEVATION CHANGE, & 48" o/c THEREAFTER. I ��1 f1T BEND MIN. 12" INTO SLAB. 8I'm IN. ° 11 Idl 111iliiliill 48" MAX. I1 GRADE ! 1 I-1111 °111 � I IIII I III=11 11112" MN. -1 I II ! I'=� I 1=III—I i I III ° • ° : � p: I 1I- ��—� III VIII!— =!!!– I W =I =III=II OPTIONAL 8x8 BRICK CONTINUOUS MONOLITHIC EXTERIOR LEDGE W/ (1) #4 OR #5 FOOTING AS FOLLOWS: CONTINUOUS. 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's ELEVATED MONOLITHIC EXT. FOOTING DETAIL l7 4" CONCRETE SLAB CHAIR BLOCK w/ (1) #4II a1 � — I—II OR #5 CONT. III III; 8" CMU w/ #4 OR #5 VERTICALS @ EACH CORNER, EACH SIDE OF EACH GRADE P 1111111111- FOOTING ELEVATION CHANGE AND — 11= 48" o/c THEREAFTER. BEND MIN. =1!I=III II' 12 =11, II -1 12" INTO SLAB. GROUT - REINFORCED CELLS SOLID. 11111111111 1—I CONTINUOUS EXTERIOR STRIP FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) STEMWALL DETAIL (MAX. 5 EXPOSED COURSES) OPTIONS: MONOLITHIC DETAIL 1 OR ELEVATED MONO DETAIL 9 CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPOSED COURSES (1) #5 VERTICAL (SEE DETAIL 1/FDD FOR DETAILS) EACH SIDE OF 1'7 COURSE HEIGHT CHANGE. II u i ��j II II STEP WALL IN MASONRY II II II ` II COURSES, 16" MAX. 24" MIN. TYPICAL FOUNDATION. SEE DETAIL 1/FDD FOR ADDITIONAL INFORMATION. TYP. TEPPED FOOTING DETAIL DETAIL ID BE FOLLOWED WHERE SLOPING GRADES REQUIRES FOOTING TO BE STEPPED. OPT: WHERE CURBS ARE SHOWN TO BE BUILT UP TO FINISH FLOOR CENTER FOOTING N LOAD ELEVATION BEARING WA ABOVE. (MAX HEIGHT = 4" FOR 4" WIDTH) (MAX HEIGHT = 8" FOR 6" WIDTH) �— 4" CONCRETE SLAB —12"d 45° a °45°=III II _, y— -!I „ CONTINUOUS FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's INTERI�R BEARING FOOTING DETAIL J S T E M W A L L r _R� 0 *1 MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE – FL – 32092 C.O.A. #26894 – (904) 342-8751 JOB NUMBER J 1 6 7 1 2 PRIOR VERSION DATES DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET FD D PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �•��wEMOR'E � "o, E 11i •N 81 7 •••U co -o ;pS E OF • .•�� : 0 4:01 '-SN J* CONAL E01 B/2 1 /1 9 w U ZLo W _J 0 Q rr� uJF— ❑ ❑ W W �W/ LL ❑ L 2 — >- Z Z ❑ Z�:D 0 2 ❑ Q ❑ — MWU�- m Q W Q J Q a J m Z Q Z 2'Q>3 co ❑JD0 Q m a O LL PRIOR VERSION DATES DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET FD D PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �•��wEMOR'E � "o, E 11i •N 81 7 •••U co -o ;pS E OF • .•�� : 0 4:01 '-SN J* CONAL E01 B/2 1 /1 9 k a K a tx G v SW6HP-1139 Eist FLOOR]' EXTERIOR WALL STUDS ALL EXTERIOR WALLS TO BE FRAMEDw/ MIN. 2x4 #2 SPF STUDS @ 16" o/c, U.N. 0. — BALLOON FRAME FULL HEIGHT WALL w/ 2ply 2x6 #2 SYP OR #2 SPF STUDS @ 16" o/c. 00 m m a 0 ■■ ■■■ ■ ■■■ END ZONES SHINGLE 7/16" 8d RING SHANK 8d RING SHANK METAL' 15/32" EDGE FIELD ■■■ ■■■ on ■ ■ 15/32" 6" o/c 12" o/c 4" o/c 4" o/c 1. MAY BE 7/16" PROVIDED THAT METAL ROOFING MANUFACTURER ALLOWS PER FLORIDA PRODUCT APPROVAL. SW -GYP 1/2" GYPSUM 711/7 ll 3 "/7"3 1ply SW6 I I 6" / 12" I I I I I 4" / 12" 2ply SW3 7/16" RATED OSB 1'2 3" / 12" ■ � i � I I SWS1 7/16" STRUCTURAL 1 RATED OSB" I 4ply SYP I� I I I I I I DSW3 ■ II IBI u ■ II iIi 311/1211 SYP 1. (1) KING STUD @ ALL INTERIOR OPENINGS. I � I I I I III I � x 2plyP, ST SOLID TO ADJACENT EXTERIOR WALL CORNER. ,– USE WIDTH OF TOTAL OPENING FOR CONTINUOUS HEADERS. 2� (OST'' t t ■ IIIBER. --I `- I I I I r- --- I I -- I I I II II I ---------- 'Ili II </ �- _ _ _ II 11 II II II II LA Ii 'SII �i II � II II � i ■ ■ II II ■ (2) x8-2 II (2 2x4-1 ii 2)2x8- ■ �■■■■■■ ■■ ■■ ■■■ ■■■ 2nd FLOOR EXTERIOR WALL STUDS ALL EXTERIOR WALLS TO BE FRAMED w/ MIN. 2x4 #2 SPF STUDS @ 16" o/c, U.N.O. BALLOON FRAME FULL HEIGHT ■ WALL w/ 2ply 2x6 #2 SYP OR #2 SPF STUDS @ 16" o/c. 00 m C9 a FRA NG PLAN SC E: 1/4"=1'-0" ROOF SHEATHING PANEL TO BE APPLIED WITH LONG DIMENSION PERPENDICULAR TO TRUSSES/RAFTERS SIZE INTERIOR ZONES END ZONES SHINGLE 7/16" 8d RING SHANK 8d RING SHANK METAL' 15/32" EDGE FIELD EDGE FIELD TILE 15/32" 6" o/c 12" o/c 4" o/c 4" o/c 1. MAY BE 7/16" PROVIDED THAT METAL ROOFING MANUFACTURER ALLOWS PER FLORIDA PRODUCT APPROVAL. WALL SHEATHING ALL SHEATHED WALLS TO BE TIED IN TO ROOF/FLOOR SYSTEM ABOVE PER DETAIL A/FRD OR B/FRD. SHEAR WALL ID, REFER TO WALL SHEATHING SCHEDULE (FR PAGES) AND TO STUBBIE SW6 SPACING SCHEDULE (TD PAGES) SHEAR WALL HOLD DOWN TO BE PLACED @ EACH END OF SHEAR WALL. REFER TO HOLD TYPICAL DOWN SCHEDULE (TD PAGES) SHEARWALL FOR HOLD DOWN OPTIONS. CALLOUT ID SHEATHING OPTIONS NAILING (EDGE/FIELD) END POST EXTERIOR WALLS w/ NO ID 7/16" RATED OSB" 6" / 12" 1ply 5/16" HARDI-PANEL! 6" / 6" 3/8" SMARTSIDEz 611/611 SW6HP 7/16" RATED OSB',! 6" / 12" 1ply 5/16" HARDI-PANEL! 6" / 6" 3/8" SMARTSIDEz 411/611 SW -GYP 1/2" GYPSUM 711/7 ll 3 "/7"3 1ply SW6 7/16" RATED OSB''! 6" / 12" 2ply SW4 7/16" RATED OSB''! 4" / 12" 2ply SW3 7/16" RATED OSB 1'2 3" / 12" 3ply SWS1 7/16" STRUCTURAL 1 RATED OSB" 3" / 12" 4ply SYP DSW4 DOUBLE SIDED SW4 7/16" RATED OSB 4ply SYP SYP DSW3 DOUBLE SIDED SW3 7/16" RATED OSB 311/1211 SYP NOTES: 1. EXTERIOR STUCCO FINISH REQUIRES ONE: a. 7/16" SHEATHING GRADE ORIENTED WITH THE LONG DIMENSION PERPENDICULAR TO THE WALL STUDS. b. 15/32" SHEATHING GRADE. c. 7/16" STRUCTURAL 1 GRADE. 2. ALL EXTERIOR WALLS FRAMED w/ 24" o/c STUDS REQUIRE THE WALL SHEATHING (7/16" or 15/32" OSB) TO BE INSTALLED HORIZONTALLY WITH THE LONG DIMENSION PERPENDICULAR TO THE STUDS. HARDI-PANEL AND SMARTSIDE NOT ALLOWED WITH 24" o/c FRAMING. 3. 1/2" GYPSUM BOARD TO BE ATTACHED w/ 5d COOLER NAILS OR #6x1-1/4" TYPE W OR S SCREWS WHERE SW -GYP IS SPECIFIED. STUD WALL LEGEND ■ = 2x4 #2 SPF @ 16" o/c. = 2x4 #2 SPF @ 12" o/c. ® = 2x6 #2 SPF @ 24" o/c.' ®= 2x6 #2 SPF @ 16" o/c. ®= 2x8 #2 SPF @ 16" o/c. ®= OTHER, SEE PLAN HEADER (#2 SYP, U.N.O.) 1. FOR EXTERIOR WALLS, SEE NOTE 2 IN WALL SHEATHING SCHEDULE. HEADERS KING STUDS # OF PLIES REFER TO DIMENSIONED INDICATE WALL SCHEDULE BELOW (2)2x6-1/*-* FOR KING STUDS, PLATE U.N.O. NOMINAL SIZE OF RAISED HDR IF HEADER (#2 SYP, U.N.O.) LABELED "RSD". NUMBER OF JACK CONTINUOUS IF STUDS EACH SIDE LABELED "CONT". END -ZONES KING STUDS CORNERS IDENTIFIED & DIMENSIONED INDICATE WALL MAX. OPENING WIDTH N PLATE NON -STUCCO FINISH STUCCO FINISH i 'n HT 4' 6' 8' 12' 1-671- ' 18' 4 6' 8' OTHER AREAS MAY USE 8'11 1 1 1 2 2 3 1 2 2 4 5- COMPONENTS & CLADDING. 9'11 1 1 2 3 4 4- x 10'11 1 2 2 4 5 - - - - - - - J 8'11 1 1 1 1 1 1 1 1 1 1 1 1 < 9'11 1 1 1 1 1 1 1 1 1 1 2 2 10'11 1 1 1 1 2 2 1 1 1 2 2 3 r" 12' R 1 1 1 2 2 3 1 1 2 3 5 5 NOTES: 1. (1) KING STUD @ ALL INTERIOR OPENINGS. 2. STUD COUNT MAY BE REDUCED IF FRAMED SOLID TO ADJACENT EXTERIOR WALL CORNER. 3. USE WIDTH OF TOTAL OPENING FOR CONTINUOUS HEADERS. END -ZONES CORNERS IDENTIFIED & DIMENSIONED INDICATE WALL SEGMENTS WHERE END -ZONE■■ ■� PRESSURES SHALL APPLY TO i COMPONENTS & CLADDING. ALL 4'-5" ■ OTHER AREAS MAY USE ■ INTERIOR -ZONE PRESSURES FOR ■ COMPONENTS & CLADDING. ■ LK -i A:7=j MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE, 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J16712 W U Z W 0 F: UJ L rrenn U rrnn W J W F_ Z 2Z � J ❑ Z ❑ L.L 2 ❑ Q ❑ L9 W C] L7 Ii w m z M .. J LLI z 1nnr r-Q1>Q in ❑ .1 -1Q ma0LL PRIOR VERSION DATES 01 DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET FR I PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 GEN S TE OF •:�` • •. ``� O •R 1 P:'•\� S,ONA" eNp-' 8/21/19 NAIL ROOF SHEATHING - NAIL ROOF - NAIL ROOF NAIL ROOF TO TOP CHORD OF SHEATHING TO TOP SHEATHING TO SHEA"THING TO < 4 TRUSS w/ 8d NAILS @ CHORD OF TRUSS w/ TOP CHORD OF TOP CHORD OF ATTACH SHEATHING - 3" o/c. --0--- 8d NAILS @ 3" o/c. TRUSS w/ 8d TRUSS w/ 8d TO BLOCKING WITH I NAILS @ 3" o/c. NAILS @ 3" o/c. o/c 8d EDGE ENGINEERED IENGINEERED CONTINUOUS FROM NAILING SPECIFIE� ROOF TRUSS. `��i j ATTACH EACH BRACE TOP PLATE OF ENGINEERED -�= 7/16" THICK (MIN.) ENGINEERED ON PLAN. r ROOF TRUSS. SHEATHED -WALL TO ROOF TRUSS. SHEATHING ROOF TRUSS. TO TOP/SILL PLATE w/ � � ADJACENT TRUSS. ATTACHED TO (4) .131x3 LS. NAI2x4 #2 SYP NAILER ATTACH EACH 2x MUST MATCH OR NAILER, TOP PLATE I BRACE TO EACH ATTACHED TO 2x4 #2 SPF LEDGER NAIL TRUSS EXCEED LENGTH OF TRUSS BOTTOM AND BLOCKING vv/ ATTACH SHEATHING - TRUSS BOTTOMATTACHED TO TRUSS BOTTOM CHORD SHEATHED-WALL.8d NAILS @ 3" o/'c. CHORD w/.1310" CHORD w 3 � � TO UPPER TOP / O w/ (4) .131x3" NAILS @ TO 2x BLOCKING �� NAIL 2x BLOCKING TO NAILS @ 3" o/c. ATTACH B.C. OF PLATE WITH o/c 8d .131x3 TOENAILS. EACH INTERSECTING w/.1310" NAILS TOP PLATE w/.1310" TRUSS TO TOP EDGE NAILING TRUSS MEMBER. USE @ 3" o/c. NAILS @ 3" o/c. PLATE w/.1310" SPECIFIED ON PLAN. 2x4 #2 SYP BRACES @ WHEN BOTTOM TOENAILS @ 3" o/c. 12 o/c ALONG WALL CHORDS ADJACENT TO 11.25" MAX. LENGTH. WALL ARE AT 16" MAX. DIFFERING HEIGHTS. 2x4 #2 SYP BLOCKING. FOR STUCCO FINISH: PROVIDE 2x BLOCKING @ 16" o/c FOR 15/32 SHEATHING APPLIED VERTICALLY. A/FRD SHEATHED WALL TIE-IN DETAILS (ROOF TRUSSES) OPTION #1 SHEATHED WALL TIE-IN TO ADJACENT TRUSSES 0-7' (4) .131x3" TOENAILS 7'-11' OPTION #2 SHEATHED WALL TIE-IN TO ATTACH FLOOR SHEATHING - (2) A34's OPTION #3 SHEATHED WALL TIE-IN TO TRUSS w/ 10d NAILS @ 10" OPTION #4 SHEATHED WALL TIE-IN TO 12" (6) PER PLY 3" o/c. OPTION #5 PARALLEL EACH SIDE (PREFERRED) (8) PER PLY ADJACENT PARALLEL TRUSS ATTACH EACH BRACE ADJACENT PARALLEL TRUSS WITH 10d NAILS @ 311 o/c. ATTACH FLOOR TRUSS DIRECTLY ABOVE WALL TO TOP/SILL PLATE w/ HORIZONTAL JOINTS SHOE PLATE EXTERIOR WALL - HIGH HEEL HEEL GREATER THAN 6" IN HEIGHT SHEATHING TO 2x4 A/FRD SHEATHED WALL TIE-IN DETAILS (ROOF TRUSSES) B/FRD SHEATHED WALL TIE-IN DETAILS (FLOOR TRUSSES) PORCH H-" PER PLAP 1O RATED VINYL CEILING OVER 1x4 #2 SYP OR 2x4#2 SPF PURLINS SPACED AT 12" o/c AND ATTACHED WITH (2) .131x3" NAILS TO EACH INTERSECTING TRUSS. �2 MIN. 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. CEILING PER O3 MIN. w/ 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d OPTION 1 OR 2, NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. UNLESS NOTED ATTACH BLOCKING TO TOP OF EXTERIOR WALL TOP PLATE OTHERWISE ON PLAN. & TO PORCH HDR w/ .131x3" NAILS @ 6"o/c . PORCH SHEATHING DETAILS PORCH HEADER PER PLAN NOTCH PORCH HEADER 3" AROUND TOP PLATE AND POCKET INTO WALL AS SHOWN. SUPPORT PORCH HEADER w/ (1) 2x PER --TAIL J/FRD AIL 6/TDD. POCKET PORCH HEADER INTO WALL AS SHOWN. OPTION Z PORCH HEADER PLY. (NON -PLATED OPTION 2 PORCH HEADER) (PLATED PORCH HEADER) PORCH HDR / WALL INTERSECTION DETAIL C/FRD PORCH DETAILS HEADER PER PLAN IF > 16"' ADD CRIPPLE STUDS @ 16" o/c. ATTACH HEAD/SILL TO JACK STUD PER SCHEDULE. WIDTH NAIL FLOOR SHEATHING 0-7' (4) .131x3" TOENAILS 7'-11' TO TOP CHORD OF ATTACH FLOOR SHEATHING - (2) A34's 811 TRUSS w/ 10d NAILS @ 10" TO 2x4 #2 SYP PANEL EDGE 12" (6) PER PLY 3" o/c. (7) PER PLY BLOCKING/RIBBON BOARD (8) PER PLY 18" ATTACH EACH BRACE ALL WITH 10d NAILS @ 311 o/c. ATTACH FLOOR TO TOP/SILL PLATE w/ HORIZONTAL JOINTS SHOE PLATE INTERSECTING SHEATHING TO 2x4 10dx1-1/2" NAILS EACH ALLOWED. (4).1310" NAILS. TRUSS TOP SEE BLOCKING PANEL SIDE OFJOI Of NT. NOT #2 SYP PANEL EDGE ENGINEERED CHORDS w/ (2) REQUIRED CORNERS SPF BLOCKING BETWEEN ADJACENT DETAIL OR SHEATH BLOCKING WITH FLOOR TRUSS. INTERSECTING 1 -STORY WALL SECTION SHEATH FLOOR TRUSS .1310" CONTINUOUS TO 10d NAILS @ 3" o/c. I WALLSHEATHING- SHOE PLATE ADJACENT TO SHEAR RIBBON BOARD. (SEE FR''SHEETS) SIZE ATTACH EACH WALL w/ 7/16" RATED GRADE #2 SYP (PT ON CONCRETE) BRACE TO EACH NOTE: FASTEN 2nd FLOOR SHOE PLATE TO RIM SHEATHING ATTACHED w/ ENGINEERED / / 7/16" RATED BOARD WITH .1310" NAILS @ 8" o/c. TRUSS BOTTOM 8d NAILS @ 3" EDGE & 12" FLOOR TRUSS.' SHEATHING CHORD w/ (3) FIELD. BLOCK ALL PANEL ATTACHED 1, .131x3 TOENAILS. EDGES. SHEATHING w/ 8d NAILS LENGTH TO MATCH SHEAR WALL LENGTH. @ 3" o/c. 2x4 #2 SYP BRACES @ 12" o/c ALONG WALL ADDITIONAL 2x4 #2 SYP ATTACH PANEL EDGE 2x4 #2 SYP PANEL LENGTH. TOP PLATE ABOVE BLOCKING TO TOP EDGE BLOCKING SHEAR WALL. ATTACH PLATE w/ .131x3 AT ALL PANEL TO TOP PLATE w/ TOENAILS @ 3" o/c. EDGES. .131x3" NAILS @ 3" o/c. BLOCKING PANEL DETAIL OPTION #1 OPTION #2 SHEATHED WALL TIE-IN TO ADJACENT TRUSSES I SHEATHED WALL TIE-IN TO CONTINUOUS I PARALLEL EACH SIDE TRUSSES PERPENDICULAR TO SHEATHED WALL B/FRD SHEATHED WALL TIE-IN DETAILS (FLOOR TRUSSES) PORCH H-" PER PLAP 1O RATED VINYL CEILING OVER 1x4 #2 SYP OR 2x4#2 SPF PURLINS SPACED AT 12" o/c AND ATTACHED WITH (2) .131x3" NAILS TO EACH INTERSECTING TRUSS. �2 MIN. 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. CEILING PER O3 MIN. w/ 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d OPTION 1 OR 2, NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. UNLESS NOTED ATTACH BLOCKING TO TOP OF EXTERIOR WALL TOP PLATE OTHERWISE ON PLAN. & TO PORCH HDR w/ .131x3" NAILS @ 6"o/c . PORCH SHEATHING DETAILS PORCH HEADER PER PLAN NOTCH PORCH HEADER 3" AROUND TOP PLATE AND POCKET INTO WALL AS SHOWN. SUPPORT PORCH HEADER w/ (1) 2x PER --TAIL J/FRD AIL 6/TDD. POCKET PORCH HEADER INTO WALL AS SHOWN. OPTION Z PORCH HEADER PLY. (NON -PLATED OPTION 2 PORCH HEADER) (PLATED PORCH HEADER) PORCH HDR / WALL INTERSECTION DETAIL C/FRD PORCH DETAILS HEADER PER PLAN IF > 16"' ADD CRIPPLE STUDS @ 16" o/c. ATTACH HEAD/SILL TO JACK STUD PER SCHEDULE. WIDTH ATTACHMENT 0-7' (4) .131x3" TOENAILS 7'-11' (6) .131x3" TOENAILS 11'-16' - (2) A34's 2x BLOCKING FOR - ARCH WINDOWS w/ (2) .131x3" NAILS/END. SUPPORT PORCH HEADER w/ (1) 2x PER PORCH HEADER PLY. FOR OPENINGS > 4' SEE DETAIL J/FRD OR DETAIL 2/TDD. NAIL LEAD KING STUD TO HEADER OR TOENAIL PER SCHEDULE BELOW IF > 16", ADD CRIPPLE STUDS @ 16" o/c. H/FRD TYP. OPENING DETAIL NOTE: WINDOWS/DOORS R MANUFAOCBE TURER'ATTACHED C s RTO RAMMING J/FRD HEADER DETAIL NAIL FLOOR SHEATHING TO TOP CHORD OF FLOOR TRUSS w/ 10d NAILS @ 3" o/c. ENGINEERED FLOOR TRUSS. ATTACH B.C. OF TRUSS TO TOP PLATE w/ .131x3" NAILS @ 3" o/c EXTEND WALL SHEATHING TO FLOOR TRUSS TOP CHORD. ATTACH TO TRUSS TOP/BOTTOM CHORD w/ 8d NAILS @ 3" o/c. OPTION #3 SHEATHED WALL TIE-IN TO TRUSS DIRECTLY ABOVE WALL 2x8 #2 SYP RIDGE. NAIL RIDGE ENDS TO COMMON TRUSS & TRUSS TOP CHORD OR BLOCKING w/ (3) .131x3" TOENAILS. BRACE TOP CHORD OF TRUSSES BELOW OVERFRAMING w/ 1x4 SYP PURLINS @ MIN. SPACING DESIIGNATED ON TRUSS ENGINEERING w/ (2) 8d NAILS PER INTERSECTING TOP CHORD. LAP SPLICES MIN. (2) TRUSSES. #2 SPF CRIPPLES @ 4' o/c PER SCHEDULE BELOW. ATTACH TO RAFTER w/ (3) .131x3" NAILS. 2x6 #2 SYP RAFTERS @ 24" o/c. 4' o/c L -CRIPPLE KING TO HDR NAILING HDR DEPTH 131x3" NAILS 4" (2) PER PLY 6" (3) PER PLY 811 (4) PER PLY 10" (5) PER PLY 12" (6) PER PLY 14" (7) PER PLY 16" (8) PER PLY 18" (9) PER PLY ALL IF > 16", ADD CRIPPLE STUDS @ 16" o/c. H/FRD TYP. OPENING DETAIL NOTE: WINDOWS/DOORS R MANUFAOCBE TURER'ATTACHED C s RTO RAMMING J/FRD HEADER DETAIL NAIL FLOOR SHEATHING TO TOP CHORD OF FLOOR TRUSS w/ 10d NAILS @ 3" o/c. ENGINEERED FLOOR TRUSS. ATTACH B.C. OF TRUSS TO TOP PLATE w/ .131x3" NAILS @ 3" o/c EXTEND WALL SHEATHING TO FLOOR TRUSS TOP CHORD. ATTACH TO TRUSS TOP/BOTTOM CHORD w/ 8d NAILS @ 3" o/c. OPTION #3 SHEATHED WALL TIE-IN TO TRUSS DIRECTLY ABOVE WALL 2x8 #2 SYP RIDGE. NAIL RIDGE ENDS TO COMMON TRUSS & TRUSS TOP CHORD OR BLOCKING w/ (3) .131x3" TOENAILS. BRACE TOP CHORD OF TRUSSES BELOW OVERFRAMING w/ 1x4 SYP PURLINS @ MIN. SPACING DESIIGNATED ON TRUSS ENGINEERING w/ (2) 8d NAILS PER INTERSECTING TOP CHORD. LAP SPLICES MIN. (2) TRUSSES. #2 SPF CRIPPLES @ 4' o/c PER SCHEDULE BELOW. ATTACH TO RAFTER w/ (3) .131x3" NAILS. 2x6 #2 SYP RAFTERS @ 24" o/c. 4' o/c L -CRIPPLE MAX HT. 2x4 6'-311 2x4 w/ 1x4. "T" BRACE 9'-10" 2x4 w/ 2x4. "T" BRACE 11'-2" *ATTACH #2 SPF "T" BRACE TO CRIPPLE w/ .137.x3" NAILS @ 4" o/c. 2" 21, � W 2ply (3) ROWS OF 10d NAILS @ 12" o/c 2x4 PLANK ORIENTED BRACES @ 48" o/c. ATTACH TO TOP CHORDS w/ (4) 10d TOENAILS) FASTEN FLOOR DECKING TO LATERAL BRACE w/ (4) 10d COMMON NAILS. I 2x4 DIAGONAL BRACE @ 48" o/c. ATTACH DIAGONAL BRACE TO LATERAL BRACES w/ (4) 10d COMMON NAILS AT EACH END. 2x4 PLANK ORIENTED BRACES @ 48" o/c. ATTACH TO TOP OF BOTTOM CHORD/FLANGE w/ (4) 10d NAILS. OPTION #4 EXTERIOR WALL - TRUSS/JOISTS PARALLEL TO WALL 2„ 2„ 2" � 2" 3ply 4ply (3) ROWS OF 10d (2) ROWS OF NAILS @ 12" o/c 1/4"x6" SDS EACH SIDE SCREWS @ 24" o/c EACH SIDE (3).131x3" TOENAILS E/FRD BM/HDR CONNECTION DETAIL CRIPPLE TO TOP CHORD OR BLOCKING BELOW. (3) .131x3" r�l TOENAILS @ RAFTER TO 2ply (1) CS18 HORIZ. @ 2x4 #2 SYP LOWER TOP PLATE TO TRUSS TOP CHORDS AND ATTACH w/ (3) .131x3" TOE -NAILS PER END. ROOF SYSTEM ROOF SHEATHING - (SEE FR SHEETS) TOP PLATE -TOP PLATE ROOF SYSTEM - ROOF SHEATHING (SEE FR SHEETS) ROOF TRUSS VALLEY NAILER INTERIOR WALL 2x #2 SYP BLOCKING IN (2) ROWS OF .131x3" NAILS @ 12" o/c EXTERIOR WALL STAGGERED. TIGHTEN TO 6" o/c STUDS -SEE STAGGERED @ ALL WALLS LABELED TOP CHORDS. ATTACHED TO HIGHER WALL. (9) WALL SHEATHING FRAMING PLAN FOR SIZE MIN. 48" w/ (24) .131x3" NAILS IN LAP FOR SIZE WALL SHEATHING ALL WHERE POSSIBLE. OSB SHEATHING (SEE FR SHEETS) HORIZONTAL JOINTS SHOE PLATE INTERSECTING SHOE PLATE 10dx1-1/2" NAILS EACH ALLOWED. IF CRIPPLE DOES NOT BEAR DIRECTLY TRUSS TOP 2x4 #2 SYP RIBBON SIDE OFJOI Of NT. NOT ABOVE TRUSS TOP CHORD, ADD 2x4 #2 CHORDS w/ (2) REQUIRED CORNERS SPF BLOCKING BETWEEN ADJACENT .131x3" NAILS. OR INTERIOR WALLS. TRUSS TOP CHORDS AND ATTACH w/ (3) .131x3" TOE -NAILS PER END. ROOF SYSTEM ROOF SHEATHING - (SEE FR SHEETS) TOP PLATE -TOP PLATE ROOF SYSTEM - ROOF SHEATHING (SEE FR SHEETS) SIZE 2ply 2x (MATCH WALL STUD) GRADE INTERIOR WALL SHEATHED SIDE OF (2) ROWS OF .131x3" NAILS @ 12" o/c EXTERIOR WALL STAGGERED. TIGHTEN TO 6" o/c STUDS -SEE STAGGERED @ ALL WALLS LABELED STUDS - SEE FRAMING PLAN WALL SHEATHING FRAMING PLAN FOR SIZE MIN. 48" w/ (24) .131x3" NAILS IN LAP FOR SIZE WALL SHEATHING (SEE FR SHEETS) WHERE POSSIBLE. OSB SHEATHING (SEE FR SHEETS) HORIZONTAL JOINTS SHOE PLATE SHOE PLATE ALLOWED. 2x4 #2 SYP RIBBON BOARDATTACHED FOUNDATION - SEE FD SHEETS TO EACH 3" o/c 8d NAILS. 3" o/c 8d NAILS. INTERSECTING 1 -STORY WALL SECTION .1310" NAILS. WALLSHEATHING- SHOE PLATE (SEE FR''SHEETS) SIZE 2x (MATCH WALL STUD) GRADE #2 SYP (PT ON CONCRETE) NOTE: FASTEN 2nd FLOOR SHOE PLATE TO RIM BOARD WITH .1310" NAILS @ 8" o/c. TOP PLATE SIZE 2ply 2x (MATCH WALL STUD) GRADE #2 SYP SHEATHED SIDE OF (2) ROWS OF .131x3" NAILS @ 12" o/c NAIL STAGGERED. TIGHTEN TO 6" o/c PATTERN STAGGERED @ ALL WALLS LABELED SW3/SW4 OR ATTACH WALL SHEATHING TO UPPER PLY OF TOP PLATE. MIN. 48" w/ (24) .131x3" NAILS IN LAP LAP SPLICE UPPER PLY LAP OVER HEADERS WHERE POSSIBLE. K/FRD I TYPICAL WALL SECTIONS BLOCK ALL PANEL EDGES AND FASTEN ROOF SHEATHING w/ 8d RING -SHANK NAILS @ 4" o/c WITHIN 4' OF END OF GABLE RAKE. 2x4 #2 SYP OUTLOOKERS @ 24" o/c (MAX 24 RAKE). NOT REQUIRED FOR GABLE RAKES 12" OR LESS. ATTACH TO GABLE TRUSS w/ (1) H2.5A. GABLE END TRUSS BRACING AS SPECIFIED BY DELEGATED TRUSS ENGINEERING. ATTACH BOTTOM CHORD TO TOP PLATE w/ .131x3" TOENAILS @ 6" o/c. PLATFORM FRAMED WALL STUDS. TOP PLATE INTERIOR WALL STUDS - SEE FRAMING PLAN FOR SIZE SHOE PLATE TOP PLATE INTERIOR WALL STUDS - SEE FRAMING PLAN FOR SIZE SHOE PLATE �-FOUNDATION -SEE FD SHEETS ��•- 2 -STORY WALL SECTION - BLOCK ALL PANEL EDGES AND FASTEN ROOF (6) .131x3" NAILS. SHEATHING w/ 8d RING -SHANK NAILS @ 4" o/c WITHIN 4' OF END OF GABLE RAKE. Ly 7 L 2x BLOCKING BETWEEN 2x4 #2 SYP BLOCKING @ 2x4 #2 SYP -/ 2x BLOCKING BETWEEN " ALL OUTLOOKERS TOP PLATE/CHORD BRACE LEG ATTACHED „ TO TOP CHORD w/ (3) o/c (MAX 24" RAKE). ABOVE TOP PLATE I TOENAILED @ 6 o/c NOT REQUIRED FOR TOENAILED @ 6" o/c .131x3" NAILS. GABLE RAKES 12" 1 2x6 #2 SYP BRACE @ PEAK, 4' OR LESS. SLOPE TOP PLATE I EACH SIDE OF PEAK, AND 6' o/c ATTACH TO GABLE THEREAFTER. ADD 2x4 #2 SYP TRUSS w/ (1) H2.5A. TO MATCH ROOF T -BRACE TO ANY BRACE PITCH. I 45� 1 I GREATER THAN 9' IN LENGTH 1 I 1 A MAX. I i w/ .131x3" NAILS @ 6" o/c. (3) .131x3" T6ENAILS ATTACH 2x4 TO 2x6 w/ (6) @ HORIZ. BRACE TO .131x3" NAILS PRIOR TO BALLOON BOTTOM CHORD. ATTACHING 2x6 ANGLE WALL ° - - - - 2x6 ANGLE BRACE. STUDS. I BRACE (2) SDWC15450's @ 2x6 POSITION 2x6 BRACE AT OR ABOVE PLANK TO EXTERIOR EXTERIOR WALL. ATTACH 2x6 BRACE WALL TOP PLATE. TO 2x4/2x6 HORIZONTAL BRACE (SEE 2x4 VERT 2x6 PLANK SECTION) w/ (6) .131x3" NAILS. SDWC15600 SCREWS @ 5' o/c. FOR OPENINGS > 5' BUT NO LARGER THAN 18', HORIZONTAL BRACE SECTION INSTALL (2) SCREWS EACH SIDE OF OPENING. /'-\ 1 Q EXTERIOR WALL. PLATFORM FRAMED BALLOON FRAMED F/FRD OVERFRAMING DETAIL G/FRD EXTERIOR PLATE HEIGHT BREAKS L/FRD TYPICAL GABLE END DETAIL SEE DET NILREQUIREMENTS/DDFOR CLIP TRUSS TO M/FRD CHIMNEY OVERFRAMING (1) MTS12 OR (1) MSTA18 STRAP @EACH CORNER OF CHIMNEYTO RAFTER/TRUSS 2x4 #2 SYP BLOCKING TOP CHORD BETWEEN TRUSSES OR 2x4 BELOW CHIMNEY BLOCKING WALLS w/ (4) .131x3" BELOW. TOE/END NAILS AT - EACH END OF BLOCKING TO TOP CHORD OF TRUSS OR RAFTER. ROOF TRUSS TOP CHORDS. TRUSS 0 F 3" LA -r TSG J 1 , Jt.r%U. MMA %J V ERI- iANG 20" 2x6 #2 SYP SCAB: MAX OVERHANG 42" N/FRD RAFTER SCAB DETAIL 2x GARAGE DOOR JAMB ATTACHED TO JACK/KING POST w/ (1) ROW OF NOTE: GARAE DOOR 5/16"x3" LAG SCREWS @ TO BE ATTA ED TO 24" o/c FOR OPENINGS FRAMING MEMBERS IN UP TO 10' IN WIDTH AND ACCORDANCE w/ @ 12 o/c FOR OPENINGS APPLICABLEUP TO 18' IN WIDTH. MANUFACIURER's INSTRUCTIONS. JAMB LAG TREWS MAY BE OMITTED PROVIDEDREWS FASTENING ARAGE DOOR TR K ARE INCREASED i LENGTH BY 2" OR THE EPTH OF THE JAMB TERIAL GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOOR JAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J16712 PRIOR VERSION DATES DESIGNED BY: CNR LDRAWN BY: MWP CHECKED BY: JRA SHEET FRD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �� EMORF ,oi ```� QL : �\C, E lil S�:•.; �.� moi,' WN 81327 LOm •:�� •° ATE OF �` ORI ♦ � �4e4111111110%CONAL �r1` 8/21/19 SHEATHED SIDE OF CLIP TRUSS TO HEADER. / SHEATHED SIDE OF HEADER. 3" o/c 8d NAILS. 3" o/c 8d NAILS. OSB SHEATHING REQ'D. IVO OSB SHEATHING HORIZONTAL JOINTS REQ'D. NO ALLOWED. HORIZONTAL JOINTS ALLOWED. 3" o/c 8d NAILS. 3" o/c 8d NAILS. FLUSH HEADER DROPPED HEADER M/FRD CHIMNEY OVERFRAMING (1) MTS12 OR (1) MSTA18 STRAP @EACH CORNER OF CHIMNEYTO RAFTER/TRUSS 2x4 #2 SYP BLOCKING TOP CHORD BETWEEN TRUSSES OR 2x4 BELOW CHIMNEY BLOCKING WALLS w/ (4) .131x3" BELOW. TOE/END NAILS AT - EACH END OF BLOCKING TO TOP CHORD OF TRUSS OR RAFTER. ROOF TRUSS TOP CHORDS. TRUSS 0 F 3" LA -r TSG J 1 , Jt.r%U. MMA %J V ERI- iANG 20" 2x6 #2 SYP SCAB: MAX OVERHANG 42" N/FRD RAFTER SCAB DETAIL 2x GARAGE DOOR JAMB ATTACHED TO JACK/KING POST w/ (1) ROW OF NOTE: GARAE DOOR 5/16"x3" LAG SCREWS @ TO BE ATTA ED TO 24" o/c FOR OPENINGS FRAMING MEMBERS IN UP TO 10' IN WIDTH AND ACCORDANCE w/ @ 12 o/c FOR OPENINGS APPLICABLEUP TO 18' IN WIDTH. MANUFACIURER's INSTRUCTIONS. JAMB LAG TREWS MAY BE OMITTED PROVIDEDREWS FASTENING ARAGE DOOR TR K ARE INCREASED i LENGTH BY 2" OR THE EPTH OF THE JAMB TERIAL GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOOR JAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J16712 PRIOR VERSION DATES DESIGNED BY: CNR LDRAWN BY: MWP CHECKED BY: JRA SHEET FRD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �� EMORF ,oi ```� QL : �\C, E lil S�:•.; �.� moi,' WN 81327 LOm •:�� •° ATE OF �` ORI ♦ � �4e4111111110%CONAL �r1` 8/21/19 TRUSS 0 F 3" LA -r TSG J 1 , Jt.r%U. MMA %J V ERI- iANG 20" 2x6 #2 SYP SCAB: MAX OVERHANG 42" N/FRD RAFTER SCAB DETAIL 2x GARAGE DOOR JAMB ATTACHED TO JACK/KING POST w/ (1) ROW OF NOTE: GARAE DOOR 5/16"x3" LAG SCREWS @ TO BE ATTA ED TO 24" o/c FOR OPENINGS FRAMING MEMBERS IN UP TO 10' IN WIDTH AND ACCORDANCE w/ @ 12 o/c FOR OPENINGS APPLICABLEUP TO 18' IN WIDTH. MANUFACIURER's INSTRUCTIONS. JAMB LAG TREWS MAY BE OMITTED PROVIDEDREWS FASTENING ARAGE DOOR TR K ARE INCREASED i LENGTH BY 2" OR THE EPTH OF THE JAMB TERIAL GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOOR JAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J16712 PRIOR VERSION DATES DESIGNED BY: CNR LDRAWN BY: MWP CHECKED BY: JRA SHEET FRD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �� EMORF ,oi ```� QL : �\C, E lil S�:•.; �.� moi,' WN 81327 LOm •:�� •° ATE OF �` ORI ♦ � �4e4111111110%CONAL �r1` 8/21/19 GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOOR JAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J16712 PRIOR VERSION DATES DESIGNED BY: CNR LDRAWN BY: MWP CHECKED BY: JRA SHEET FRD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �� EMORF ,oi ```� QL : �\C, E lil S�:•.; �.� moi,' WN 81327 LOm •:�� •° ATE OF �` ORI ♦ � �4e4111111110%CONAL �r1` 8/21/19 0 m F - Q c C c c v Lf 00 m m LD ATR'c 0 F' n/r i ATR's @ 4' o/c :1/4"=1'-0" ATR' SW6HP-B38 QT OVER BEAM/HDR • SEE COVER SHE (CS) FOR TRUSS TO PLATE CONNECTION ATR's @ 6' o/c • SEE COVER SHE (CS) FOR HOLD-DOWN INSTALLATION TAILS. • SEE TIE -DOWN ETAIL SHEET (TDD) FOR GENERAL TIE -D WN DETAILS. 5/8" ATR QTO 0 X58 5/8" ATR N/A (3) CS16's I — V11 N/A HDQ8 i! II II I I Ii II ! ! * PER PLAN L J PER PLAN � I '�I ` i I I Cn '( )s 15 00 or i I I Lr f Q u iill0/POST uui ) 6's \\ ! \ , ( ) H._E=f- — - _ _ _ @ BASEvT(D ER � `�� F TOP LAT L9WL]Z RUSS / (1) A R. m W • • -1 O !I m ZQ0 II I I I� I I I I I II II i i! Q > J in 0 1 m W Q m IL 0 —�— ZVIII � / III II II o III III i— I r_ m ATTAC TRUSS TO TO I— (2) S WC1 II ------I�---- ---- --� ---- ib OF !! !I PLA I EACH iE w/ (1) H2.5 DE OF WALL m m (1) OF 2.5 CH PLATE SIDE TO --- m I _ II IIII ° I I I I _o II �I j j I I ATTACH TOP PLATE TO Ii � !! = @� ' A ACH T )ISS T I T OP ! ! ATTA RUSS TO TOP IIIA-� 1-=- _- (1) H .5 Thi PL TE (1) H2.5 V IIII H SIDE i �i EACH IDE OALL or Q ) SD 1560 S. (2) DWC IS. A ACH T P PLA TO ATTA H TOP LA TO H R w/ ( ) PH4 /8. HDR / (1) H4/6 GIRDER TO POST W/ (1) 1/2" ATR _ SW4-012 _ lZ r- � III III I I I I I I ! N \—- - - - TO POST w/ (1) 3/8" lilt ATR or (1) QTG. ±L -T- -7--1- -F F_7 `� I, o � m --�-- i — _ 00Q m O C7 II IIS Ln II II ------------- -- __= -- _-- ___ ----- ---- - - --- � I I I I SW6-012 SW6-012 SW6412 S 0121 SW6-012 ATR's @ 4' o/c I I I ! 1st FLOOR ATR/QT SPACING PLAN • REFER TO DETAIL '/TDD FOR TIE DOWN OF ALL ROOF BEARING WALLS WHERE ATR/QT SPACING IS NOT SPECIFIED. • REFER TO DETAIL 2/TDD FOR TIE -DOWN OF WALLS OVER OPENINGS EXCEEDING SPECIFIED ATR/QT SPACING. • REFER TO DETAIL 3/TDD FOR PORCH HDR/POST STRAPPING DETAILS, U.N.O. i ATR's @ 4' o/c ATR's @ 4' o/c 2nd FLOOR ATR/QT S PAC I N G P LA N • REFER TO DETAIL 1/TDD FOR TIE DOWN OF ALL ROOF BEARING WALLS WHERE ATR/QT SPACING IS NOT SPECIFIED. • REFER TO DETAIL 2/TDD FOR TIE -DOWN OF WALLS OVER OPENINGS EXCEEDING SPECIFIED ATR/QT SPACING. • REFER TO DETAIL 3/TDD FOR PORCH HDR/POST STRAPPING DETAILS, U.N.O. TIE -DOWN PLAN SCA :1/4"=1'-0" ATR' ATR QT OVER BEAM/HDR • SEE COVER SHE (CS) FOR TRUSS TO PLATE CONNECTION IL SIZE AND QUANTITIES. • SEE COVER SHE (CS) FOR HOLD-DOWN INSTALLATION TAILS. • SEE TIE -DOWN ETAIL SHEET (TDD) FOR GENERAL TIE -D WN DETAILS. 5/8" ATR QTO 0 X58 5/8" ATR N/A (3) CS16's X58 5/8" ATR N/A HDQ8 (3) CS16's * PER PLAN L J PER PLAN � I '�I ` 's@T SS �Wyy LL '( )s 15 00 or i I I Lr f Q u iill0/POST uui ) 6's \\ ! \ , ( ) H._E=f- — - _ _ _ @ BASEvT(D ER `�� F TOP LAT L9WL]Z RUSS / (1) A R. m W • • -1 O !I m ZQ0 II I I I� I I I I I II II i i! Q > J in 0 1 m W Q m IL 0 —�— � / III II II o III III i— I r_ m ! I— II Q 00 m !! !I m m l-- --- _ Ii � !! Ln ' A ACH T )ISS T I T OP ! ! ATTA RUSS TO TOP LATE (1) H .5 Thi PL TE (1) H2.5 EA H SIDE OF WA L or EACH IDE OALL or ) SD 1560 S. (2) DWC IS. A ACH T P PLA TO ATTA H TOP LA TO H R w/ ( ) PH4 /8. HDR / (1) H4/6 ATR's @ 4' o/c 2nd FLOOR ATR/QT S PAC I N G P LA N • REFER TO DETAIL 1/TDD FOR TIE DOWN OF ALL ROOF BEARING WALLS WHERE ATR/QT SPACING IS NOT SPECIFIED. • REFER TO DETAIL 2/TDD FOR TIE -DOWN OF WALLS OVER OPENINGS EXCEEDING SPECIFIED ATR/QT SPACING. • REFER TO DETAIL 3/TDD FOR PORCH HDR/POST STRAPPING DETAILS, U.N.O. TIE -DOWN PLAN SCA :1/4"=1'-0" ATR' ATR QT OVER BEAM/HDR • SEE COVER SHE (CS) FOR TRUSS TO PLATE CONNECTION IL SIZE AND QUANTITIES. • SEE COVER SHE (CS) FOR HOLD-DOWN INSTALLATION TAILS. • SEE TIE -DOWN ETAIL SHEET (TDD) FOR GENERAL TIE -D WN DETAILS. 5/8" ATR QTO TRUSS TO PLATE CONNECTIONS (1) H2.5A or (1) SDWC15600 @ EACH TRUSS TO TOP PLATE OR HEADER UNLESS DENOTED AS SHOWN: u u (1) H8 (1) MTS12 OTHERWISE FOLLOW SPECIFIC CALL OUT ON PLAN SEE DETAIL 5/TDD FOR GABLE STRAPPING AND DETAIL 2/TDD FOR STRAPPING AT OPENINGS NOTE: ALL UPLIFTS HAVE BEEN CALCULATED BY ENGINEER OF RECORD. UPLIFT VALUES REPORTED BY TRUSS SOFTWARE SHALL BE DISREGARDED. IF USING ALTERNATIVE CONNECTIONS THAN THOSE SPECIFIED, THE CONNECTIONS MUST EXCEED THE CAPACITY OF THE CONNECTION SPECIFIED ON THIS PLAN. MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 SDWC INSTALLATION GUIDELINES JOB NUMBER MAY BE SKEWED UP J 1 6 7 1 2 TO 300 PROVIDED IT PASSES THROUGH FULL DEPTH OF TOP PLATE. SKEW SDWCUP TO 14' TO FULLY EMBED INTO OF 3/4"-1° TRUSS BOTTOM WALL CHORD (AS +/-1" SHOWN). SINGLE DOUBLE TRUSS ALIGNED SDWC15600 SDWC15600 w/STUD GENERAL FULL LENGTH ATR/QT LOCATIONS ALL PLAN REFERENCES TO "ATR" TO BE A 3/8" ALL THREAD ROD OR BLUE QUICK TIE CABLE SEE DETAIL 8 FOR ATR INSTALLATION GUIDELINES SEE DETAIL 9 FOR QT INSTALLATION GUIDELINES ALL THREAD RODS / QUICK TIE CABLES TO BE LOCATED AS FOLLOWS: 1. 3/8" ATR / QTB LOCATED @ SPACING PER PLAN. 2. 3/8" ATR / QTB LOCATED WITHIN 2" OF END POST OF ONE SIDE OF EACH EXTERIOR CORNER. LOCATE ON SIDE OF UPPER PLATE SPLICE LAP. 3. 3/8" ATR / QTB EACH SIDE OF EACH PLATE HEIGHT CHANGE. 4. 3/8" ATR / QTB LOCATED THROUGH CENTER OF UPPER TOP PLATE SPLICE OR EACH SIDE OF UPPER TOP PLATE SPLICE. 5. SPECIFIC LOCATIONS DENOTED BY THE FOLLOWING SYMBOLS: PLAN SPEC. OPTIONS ATR' ATR QT OVER BEAM/HDR 3/8" ATR QTB 0 G38 3/8" ATR QTG 0 012 1/2" ATR QTO 0 058 5/8" ATR QTO 0 X58 5/8" ATR N/A SHEAR WALLS SHEAR WALL ID, REFER TO WALL SHEATHING SCHEDULE (FR PAGES) AND TO STUBBIE SW6 - 012 SPACING SCHEDULE (TD PAGES) SHEAR WALL HOLD DOWN TO BE PLACED @ EACH END OF SHEAR WALL. REFER TO HOLD TYPICAL DOWN SCHEDULE (TD PAGES) SHEARWALL FOR HOLD DOWN OPTIONS. CALLOUT HOLD DOWN SCHEDULE SW ID OPTIONS ATR' QT' SIMPSON2 OVER BEAM/HDR B38 3/8" ATR QTB DTT2Z (1) CS16 G38 3/8" ATR QTG HTT4 (2) CS16's 012 1/2" ATR QTO HTT4 (2) CS16's 058 5/8" ATR QTO HDQ8 (3) CS16's X58 5/8" ATR N/A HDQ8 (3) CS16's * PER PLAN PER PLAN PER PLAN PER PLAN 1. ATR / QT TO BE LOCATED WITHIN 2" OF END POST. 2. ATR / QT SPACING TO BE MAINTAINED or ATTACH END POST TO TOP PLATE w/ (1) SPH. STUBBIE SPACING SEE DETAIL 7/TDD FOR STUBBIE OPTIONS . SHEAR WALL ID STUBBIE SPACING' INTERIOR WALL EXTERIOR WALL WALLS w/ NO ID NONE REQ. 96" o/c3 SW6HP or SW -GYP 64" o/c 36" o/c SW6 42" o/c 24" o/c SW4 28" o/c 16" o/c SW3 22" o/c 12" o/c SWS1 18" o/c 10" o/c DSW4 14" o/c 8" o/c DSW3 10" o/c 6" o/c NOTES: 1. STUBBIES NOT REQUIRED FOR 2nd FLOOR SHEAR WALLS OVER WOOD FLOOR SYSTEM. 2. INSTALL (1) STUBBIE WITHIN 8" OF EACH SIDE OF EACH SHOE PLATE BREAK (SHEATHED WALLS O N LY). 3. STUBBIES ARE NOT REQUIRED IF NOWID WALL HAS ATR's OR QT CABLES INSTALLED. DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET T® 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ``%%I►uluiil�i w: 81 20 TE OF 0,� 6 P ORIV NAL •NG` B/2 1 /1 9 W U Z W L. J_ uJ � I '�I ` W �Wyy LL Lr f Q >— Z —J 0 z�--1a T L9WL]Z 0� m W • • -1 O J m ZQ0 2 r Q > J in 0 1 m W Q m IL 0 1 - DESIGNED BY: CNR DRAWN BY: MWP CHECKED BY: JRA SHEET T® 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ``%%I►uluiil�i w: 81 20 TE OF 0,� 6 P ORIV NAL •NG` B/2 1 /1 9 CLIP OR SCREW - PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION) ** STUD TO TOP PLATE HIGH UPLIFT OPTION ** NOTE: STUD TO SHOE PLATE (1) SDWC15600 REQUIRED WHEN or NOTED ON PLAN AND SHOE PLATE TO MEMBER BELOW (1) H8, TSP, or SP2 **TIGHTEN TO 16" o/c MAX. CONNECTIONS MAY BE FOR "HIGH UPLIFT" OPTION. REPLACED w/(l)CS18 @ NOTE: FOR 24" o/c FRAMING BASE OF STUD DIRECTLY TOUSE (2) SDWC15600 SCREWS MEMBER BELOW. 32" o/c MAX.** or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. SHOE PLATE TO MEMBER BELOW —STUD' SHOE PLATE ** LOW UPLIFT OPTION ** (1) SDWC15600 SCREW (1) SDWC15600 @ MAX. 32" o/c.// or NOTE: WHEN HIGH UPLIFT (1) SP1 OPTION IS NOTED ON PLAN USE STRAPPING (2) SDWC15600 SCREWS MEMBER BELOW @ MAX. 24" o/c. BEAM, GIRDER, NOTED BLOCKING, OR CONNECTIONS MAY BE PERPENDICULAR PROVIDED THAT TRUSS/JOIST/BEAM. WALL OVER SUPPORT MEMBER BELOW 1/TDD CONVENTIONAL STRAPPING DETAILS CLIP OR SCREW PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION). ATTACH TRUSS TO TOP PLATE ON SHEATHED SIDE OF WALL PER PLAN. SHEATHING MUST BE APPLIED PER DETAIL J/FRD. CUT SECTION I HEADER MAY BE FLUSH (AS SHOWN) OR DROPPED. WALL TO HEADER STRAPPING IS NOT REQUIRED IF ATR SPACING SPECIFIED IS MAINTAINED. SEE FULL LENGTH 1 ELEVATION VIEW ATR DETAIL SINGLE ROOF FRAMING DIRECTLY STORY OPTION OVER OPENING SEE FULL LENGTH ATR DET, BASED ON SUPPORTING ROOF SPAN SPACING MAY INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. SEE FULL — LENGTH ATR DETAIL WALL TO HEADER STRAPPING IS NOT REQUIRED IF ATR SPACING SPECIFIED IS MAINTAINED. NOTE: JACK KING TO SHOE (2) SDWC15600 SCREWS NOTE:. FOR (2) SDWC15600 SCREWS PLATE AND SHOE PLATE TO BELOW ATTACH KING POST or (1) TSP @ KING POST STRAPPING or (1) TSP @ KING POST MEMBER BELOW WALL PER PLAN. TO TOP PLATE. NOTED TO TOP PLATE. CONNECTIONS MAY BE PROVIDED THAT w ATTACH TOP PLATE EACH TRUSS REPLACED w/ (1) MSTA12 OR TO FLUSH HDR w/ ATTACH TO HDR SPH's @ 48" o/c. w/ MTS12 I -OR (1) CS18 @ BASE OF H2.5A OR La CONY. METAL OPTION SDWC15&)0. Ld JACK/KING POST DIRECTLY LL L L ❑ZI-:10 TO MEMBER BELOW. I ❑ Q❑ SCREWS ALSO NOT L7WU REQUIRED IF STRAPPING IS 3: SEE DETAIL 2/TDD SEE DETAIL 2/TDD SPECIFIED ON PLAN. ■ • FOR STRAPPING FOR STRAPPING W z OF TOP PLATE TO I OF TOP PLATE TO / \�\ in 0 HEADER. D W Q HEADER. (2) SDWC15600 (2) SDW1 C15600 SCREWS or (1) DSP SCREWS or (1) DSP @ BASE OF @ BASE OF (2) SDWC15600 JACK/KING POST JACK/KING POST SCREWS @ SHOE TO SHOE PLATE. TO SHOE PLATE. PLATE TO EACH — — INTERSECTING MEMBER EACH (2) SDWC15600 --- -- SIDE OFJACK/KING SCREWS @ SHOE —— — POST. PLATE TO MEMBER BELOW. OPENING OVER PARALLEL MEMBER I E5PENING OVER PERPENDICULAR MEMBER ALTERNATIVE 1 FLUSH HEADER ALTERNATIVE DROPPED HEADER NOTE: PLAN SPECIFIC NOTES OVERRIDE THESE DETAILS. ATTACH TRUSS TO NOTE: TOP NOTE:. FOR TOP PLATE ON PLATE TO HDR BELOW ATTACH KING POST INTERIOR SIDE OF STRAPPING MAY ATTACH BASE OF JACK/KING WALL PER PLAN. BE OMITTI=D NOTED OTHERWISE ON PLAN. PROVIDED THAT w ATTACH TOP PLATE EACH TRUSS IS TO FLUSH HDR w/ ATTACH TO HDR SPH's @ 48" o/c. w/ MTS12 I -OR EACH SPECII=IED H2.5A OR La CONY. METAL OPTION SDWC15&)0. Ld CLIP OR SCREW - PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION) CLIP OR SCREW - PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION) NOTE: STUD TO SHOE PLATE AND SHOE PLATE TO MEMBER BELOW CONNECTIONS MAY BE REPLACED w/ (1) CS18 @ BASE OF STUD DIRECTLY TO MEMBER BELOW. SHOE PLATE TO MEMBER BELOW STUD TO TOP PLATE (1) SDWC15600 or (1) H8, TSP, or SP2 32" o/c MAX. * * —� STUD 1 SHOE PLATE (1) SDWC15600 or (1) H8 SDWC TO BE INSTALLED SKEWED BETWEEN 10' AND 30° FROM VERTICAL. ATTACH HDR TO TOP PLATE w/ SDWC15600's @ 24" o/c SKEWED cn BETWEEN 100 AND 300 FROM VERTICAL. SDWC SCREW OP" ** HIGH UPLIFT OPTION ** REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION ** BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. OPENING OVER HDR BELOW NOTE:. FOR OPENINGS WITH JACKS/KINGS OVER HEADER BELOW ATTACH KING POST TO TOP PLATE w/ (2) SDWC15600 SCREWS or (1) TSP AND ATTACH BASE OF JACK/KING POST TO HDR BELOW w/ (1) CS18, UNLESS NOTED OTHERWISE ON PLAN. I STUD TO TOP PLATE (1) SDWC15600 or (1) H8, TSP, or SP2 32" o/c MAX. ** BUD TO SHOE PLATE (1) SDWC15600 SCREW (1) SDWC15600 @ MAX. 32" o/c. or NOTE: WHEN HIGH UPLIFT (1) SPI OPTION IS NOTED ON PLAN USE I j I i i (2) SDWC15600 SCREWS II i I I @ MAX. 24" o/c. VILLI I \ SEE SINGLE STORY OPTIONS ELEVATION VIEW FOR ATTACHMENT OF 1st I I FLOOR TOP PLATE TO HDR. I ATTACH EACH FLOOR TRUSS TO (NOT REQUIRED IF 2nd ` TOP PLATE w/ (1) SDWC15600 FLOOR STUDS ARE _ (NOT REQUIRED IF 2nd FLOOR ROOF FRAMING OVER FLOOR SYSTEM ATTACHED TO HDR w/ MULTI STUDS ARE ATTACHED TO HDR STORY OPTION OVER OPENING CS18's. w/ CS18's) t CUT SECTION ALL OPTIONS APPLY TO ALL WINDOW/PORCH SUPPORTING ROOF TRUSSES/RAFTERS ABOVE 2/TDD WALL OVER HEADER STRAPPING DETAILS THIS DETAIL DOES NOT APPLY TO WALLS SUPPORTING A FLOOR ONLY. ** HIGH UPLIFT OPTION REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. (1) FULL LENGTH (1) FULL LENGTH \,, PLATED CONDITION ATR WITHIN 2" OF SHOWN. NOTCHED ATR WITHIN 2" OF END POST, ONE �� HEADER APPLIES. HEADER POST. SIDE OF CORNER. S\ I� (1) H2.5A @HDR TO POST w/ (1) \ H2.5A @ BASE TO \ POST/TOP PLATE \\\ BELOW. ONLY (1) H2.5A REQUIRED IF PLATED CONDITION (1) FULLHEADER BEARS SHOWN.NOTCHED LENGTH CONDITION LENGTH WITHIN 2" ATR DIRECTLY ON TOP PLATE. . WI SHOWN. NOTCHED HEADER APPLIES. HEADER HEADER APPLIES. OF POST. PORCH HDR @WALL PORCH HDR @ WALL CORNER RAISED PORCH HDR @WALL (1) MSTA24 @ EACH PORCH HDR (1) MSTA24 @ EACH TO COLUMN (MIN. PORCH HDR TO COLUMN \ (2) MSTA24's PER (MIN. (2) MSTA24's PER COLUMN). COLUMN). N: PORCH POST, PORCH HDR, SEE PLAN. �I L PORCH HDR, SEE PLAN. �I SEE PLAN. PORCH POST, SEE PLAN. I � A ABU BU (12) 16d (12) 16d 5/8" x 6" EMBED EPDXIED COMMON (.162) 5/8" x 6" EMBED EPDXIED COMMON (.162) ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. "WEDGE ANCHORS" ARE "WEDGE ANCHORS" ARE NOT ALLOWED. NOT ALLOWED. PORCH HDR @ POST CORNER PORCH HDR @ POST 3/TDD I PORCH HDR STRAPPING DETAILS SEE STU OPT DET F --MAXIMUM SPACING PER PLAN —, 3/8" GRADE 2 HEX NUT six u STUBBIE SPACING IF SPECIFIED ON PLAN OR SCHEDULE. NOTE: FULL LENGTH ATR MAY BE INCLUDED IN STUBBIE SPACING. 14/TDD I ALL THREAD ROD SYSTEM DETAIL I II - II II II 11 t I II It I II II II n I II tl 'I tI II II II II II II II II 'I II II II II II I II II II I II I tt tt tt II II II II I II II II II II it II II II II II tl II II II II 'I II II II fl II II I II II tl I II II II ------— — — — — — — — — — —— -- BALLOON FRAMED GABLE END ATTACH STUDS TO TOP PLATE w/ (1) H8 AND TO SHOE PLATE w/ (1) SSP OR TO BEAM/HDR BELOW w/ (1) CS18 @ 48" o/c MAX. ATTACH SHOE PLATE w/ 3/8"x6" EMBED EPDXIED ATR STUBBIES @ ATR/STUBBIE SPACING SPECIFIED ON PLAN. NOTE: IF OPTION 2 IS FOLLOWED, ATTACH TOP PLATE STRAPPING ON SAME SIDE AS LTP4'S. OPTION 1 ATTACH TOP PLATE TO OPTION 2 GABLE END BOTTOM ATTACH TOP PLATE TO GABLE END CHORD w/ LTP4's @ 5' o/c. BOTTOM CHORD w/ SIMPSON SDWC OR 1/4"x6" SDS SCREWS @ V o/c. FOR OPENINGS GREATER THAN 5' BUT NO LARGER THAN 18', INSTALL (2) SCREWS EACH SIDE OF OPENING. 5/TDD GABLE END TIE -DOWN DETAIL GENERAL NOTES I 1. ALL EPDXY CONNECTIONS TO BE MADE WITH SIMPSON "SET -XP" 2 -PART EPDXY, INSTALLED PER MANUFACTURER's INSTRUCTIONS. EXCEPTION: IT IS ALLOWABLE TO USE QUICK TIE QE -1 EPDXY FOR ALL QUICK TIE (QT) CABLES. 2. NAIL DIAMETERS: 8d COMMON =.131 16d SINKER =.148 10d COMMON =.148 16d COMMON =.162 3. IN THE EVENT THE SHEATHING IS APPLIED PRIOR TO INSTALLATION OF THE SPH CONNECTIONS SPECIFIED, IT IS ALLOWABLE TO SUBSTITUTE A SPHR OR MSTA24 w/ (6) 10d COMMON NAILS EACH SIDE TO STUD OR HEADER. USE 1-1/2" NAILS ON EXPOSED STUD/HEADER SIDE AND 2-1/2" NAILS ON SHEATHED SIDE. 4. ATR/QT MAXIMUM OUT -OF -PLUMB TOLERANCE: 1/4" PER FOOT OR 2" PER FLOOR LEVEL WHICHEVER IS LESS. 5. WASHERS TO BE TOTALLY SUPPORTED BY TOP PLATE. 6. IN THE EVENT A COUPLER IS REQUIRED USE A LOW -CARBON STEEL COUPLER w/ MIN. 5/8" THREAD ENGAGEMENT FROM EACH ALL THREAD ROD. 3/8"x6" TITEN HD w/ CUT WASHER 3/8"x6" EMBED 1/2"x7 CAST-IN- EPDXIED ATR PLACE "J" BOLT w/ NUT & CUT w/ NUT &CUT WASHER WASHER II u OPTIONS 7/TDD STUBBIE OPTIONS OVER 2"x2"x1/8" WASHER. 3/8" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 7/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LOWEST EMBEDMENT: SHOE PLATE INTERIOR - 4 EXTERIOR* (MONO) - 6" EXTERIOR* (STEMWALL) - 6" *MIN. 2-1/2" EDGE DISTANCE I I u 3/8" ATR DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/8" SLOTTED WASHER. 1/2" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST TOP PLATE SET ROD IN 9/16" BRUSHED AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LO WEST EMBEDMENT: SHOE PLATE INTERIOR - 511 EXTERIOR* (MONO) - 8" EXTERIOR* (STEMWALL) - 12" I I *MIN. 3" EDGE DISTANCE I I u 1/2" ATR DETAIL 5/8" GRADE 2 HEX NUT OVER DOUBLE 3"x3"x1/4" ROUND HOLE WASHER. 5/8" ASTM F2554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 11/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW DNTO SHOE PLATE. LOWEST EMBEDMENT: SHOE PLATE NTERIOR - 6" XTERIOR* (MONO) -12" XTERIOR* (STEMWALL) - 15" I I 'MIN. 3" EDGE DISTANCE I I u 5/8" ATR D TAIL 8/TDD ATR DETAILS NOTE: IN THE EVENT WALL CAVITY SPACE DOES NOT ALLOW REQUIRED STUBBIE, IT IS ALLOWABLE TO USE AN LTT2013 @ BASE OF WALL POST 3/8" GRADE 2 HEX NUT OVER 2 -1/4"x2 -1/4"x1/8" WASHER. QTB BLUE QUICK ��— TIE ASSEMBLY CONSISTING OF 3/8" UPPERMOST THREADED STUDS TOP PLATE AND 3/16" WIRE ROPE. SET ROD IN 7/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. NOTE: PROVIDE MIN. —��- 2-1/2" EDGE DISTANCE @ I I 411 SLAB EDGES (WHERE APPLICABLE) QTB (BLUE) DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. QTG GREEN QUICK TIE ASSEMBLY CONSISTING OF 1/2" UPPERMOST THREADED STUDS TOP PLATE AND 1/4" WIRE ROPE. SET ROD IN 9/16 BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. NOTE: COUPLE TO 1/2"x8" EMBED EPDXIED I 4" ATR @ ALL SLAB EDGES u (MIN. 3" EDGE DISTANCE). QTG (GREEN) DETAIL 5/8" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. QTO ORANGE QUICK TIE ASSEMBLY CONSISTING OF 5/8" UPPERMOST THREADED STUDS TOP PLATE AND 5/16" WIRE ROPE. SET ROD IN 11/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. NOTE: COUPLE TO I I 5/8"x15" EMBED EPDXIED j j 6" ATR @ ALL SLAB EDGES I I (MIN. 3" EDGE DISTANCE). QTO (ORANGE) DETAIL 9/TDD QUICK TIE DETAILS MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J16712 PRIOR VERSION DATES DRAWN BY: MWP CHECKED BY: JRA SHEET TDD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 %�wN q� i� `�$1 qS : G EN00 S 21. ;'• 1 7 O • ST E OF :14t e S rR I O -'CN> w U Z w 0 uJ rrnn u J La W Ld LL L L ❑ZI-:10 I ❑ Q❑ Z L7WU 3: m ■ • -1❑ W z I Q / \�\ in 0 1 D W Q PRIOR VERSION DATES DRAWN BY: MWP CHECKED BY: JRA SHEET TDD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 %�wN q� i� `�$1 qS : G EN00 S 21. ;'• 1 7 O • ST E OF :14t e S rR I O -'CN> 055 5HEATHING FIN15H ROOFING ROOFING MEMBRANE EAVE5DRIP INSULATION BAFFLE INSULATION ALUMINUM FASCIA TRUSS RAFTER VENTED SOFFIT AIRSPACE 05B SHEATHING HARDI LAP GEMENTUOU5 SIDING M015TURE BARRIER 1/2" GYPSUM 3/4" T&G PLYWOOD WOOD FLOOR TRUSSES 1/2" GYPSUM 4" CONCRETE SLAB RECE55 SLAB 1.5" AT GMU WALLS o P SLOPE AWAY FROM FOUNDATION ° D o ° p e p n I I i GOMPAGTED FILL ROOF FLA5HINO NOTES METAL DRIP EDGE OF 26 6A. GALVANIZED METAL. DRIP EDGE FLASHING SHALL BE PROVIDED AT EAVES AND GABLES OF SHINGLED ROOFS AND OVERLAPPED A MINIMUM OF 2". EAVE DRIP E06E5 SHALL EXTEND 1/4" BELOW 5HEATHING AND EXTEND BACK ON THE ROOF A MINIMUM OF 2" DRIP EDGE SHALL BE MECHANICALLY FASTENED A MAXIMUM OF 12" O.G. DRIP EDGE AT EAVES SHALL BE PERMITTED TO BE INSTALLED EITHER OVER OR UNDER THE UNDERLAYMENT. IF IN57ALLED OVER THE UNDERLAYMENT, THERE SHALL BE A MINIMUM OF 2" WIDTH OF ROOF GEMENT INSTALLED OVER THE DRIP EDGE FLANGE. THE UNDERLAYMENT SHALL CONFORM WITH A5TM D 226 TYPE II, ASTM D 456q TYPE IV OR A5TM D 6157 (ALL ARE EQUIVALENT TO A 30 LB. UNDERLAYMENT). THE UNDERLAYMENT SHALL BE INSTALLED IN A SHINGLE- FASHION AND LAPPED 1q INCHES AND FASTENED WITH 1- INCH ROUND PLASTIC GAP, METAL CAP NAILS OR NAILS AND TIN- TABS, ATTACHED TO A NAILABLE DECK WITH ONE ROW IN THE FIELD AND OF THE SHEET WITH A MAXIMUM FASTENER 5PAGING OF 12 - INCHES O.G. AND ONE ROW AT THE OVERLAPS FASTENED 6- INCHES D.G. AN APPROVED SYNTHETIC UNDERLAYMENT SHALL BE INSTALLED IN ACCORDANCE WITH R7051 OF THE FBG AND THE MANUFACTURER'S INSTALLATION INSTRUCTION. (NO ADDITIONAL UNDERLAYMENT SHALL BE REQUIRED OVER THE TOP OF THIS SHEET) VALLEY LININ65 SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER -5 INSTALLATION INSTRUCTIONS BEFORE APPLYING 5HINGLE5. VALLEY LININGS OF THE FOLLOWING TYPES SHALL BE PERMITTED. 1. FOR OPEN VALLEY (VALLEY LINING EXPOSED) LINED WITH METAL, THE VALLEY LINING SHALL BE AT LEAST 24" WIDE AND OF ANY OF THE CORRO51AN- RE515TANT METALS IN TABLE Rg03.1 2. FOR OPEN VALLEYS, VALLEY LINING OF TWO PLIES OF MINERAL SURFACE ROLL ROOFING, COMPLYING WITH A5TM D 24q, SHALL BE PERMITTED. THE BOTTOM LAYER SHALL BE 16" AND THE TOP LAYER A MINIMUM OF 36" WIDE. 3. FOR GL05ED VALLEYS (VALLEYS COVERED WITH SHINGLES), VALLEY LINING OF ONE PLY SMOOTH ROLL ROOFING COMPLYING WITH A5TM D 224 TYPE II OR TYPE III AND AT LEAST 36" WIDE OR VALLEY LINING A5 DESCRIBED IN ITEMS 1 OR 2 ABOVE SHALL BE PERMITTED. SPECIALTY UNDERLYING COMPLYING WITH A5TM D 1g70 MAY BE USED IN LIEU OF THE LINING MATERNAL. THE UNDERLAYMENT SHALL BE INSTALLED IN WATER SHEDDING FASHION. AT THE HIP LINE FOLD THE UNDERLAYMENT OVER THE HIP AND MECHANICALLY FASTEN AT 36" O.G. MAXIMUM TO THE OPPOSING SIDE OF THE ROOF. REPEAT PROCEDURE FOR THE OPPO51N6 51DE OF THE ROOF. WHEN COMPLETED THERE WILL BE TWO LAYERS OF UNDERLAYMENT OVERLAPPING THE ROOF. A CRICKET OR SADDLE SHALL BE INSTALLED ON THE RIDGE 51DE OF ANY CHIMNEY GREATER THAN 30" WIDE. CRICKET OR SADDLE COVERINGS SHALL BE SHEET METAL OR OF THE SAME MATERIAL AS THE ROOF COVERING. THE RIDGE AND VALLEY FLASHING OF CRICKETS OR SADDLES SHALL BE THE SAME A5 THE RIDGE AND VALLEY FLA5HIN6 OF THE MAIN ROOF. BASE AND COUNTER FLASHES SHALL BE INSTALLED IN ACCORDANCE WITH MANUFAGTURER'5 INSTALLATION INSTRUCTIONS ORA CONTINUOUS METAL "L" FLA5HING SHALL BE SET IN APPROVED FLASHING GEMENT AND SET FLUSH TO THE BASE OF WALL AND OVER THE UNDERLAYMENT. BOTH HORIZONTAL AND VERTICAL METAL FLANGES SHALL BE FASTENED 6" ON CENTER WITH APPROVED FASTENERS. ALL LAPS SHALL BE A MINIMUM OF 4" FULLY SEALED IN APPROVED FLA5HIN6 GEMENT. FLA5HING SHALL START AT THE LOWER PORTION OF ROOF TO ENSURE WATER -SHEDDING CAPABILITIES OF ALL METAL LAPS. THE ENTIRE EDGE OF THE HORIZONTAL FLANGE SHALL BE SEALED COVERING ALL NAIL PENETRATIONS WITH APPROVED ROOFING CEMENT AND MEMBRANE. 5HIN6LE5 SHALL OVERLAP THE HORIZONTAL FLANGE AND SHALL BE SET IN APPROVED FLASHING GEMENT. BASE FLASHING SHALL BE EITHER CORROSION -RESISTANT METAL PROVIDED IN SECTION Rg05.2.5.1 OR MINERAL SURFACE ROLL ROOFING WEIGHING A MINIMUM OF 77 POUNDS PER 100 5OUARE FEET. COUNTER FLASHING SHALL BE CORRO51ON -RF515TANT METAL WITH A MINIMUM THICKNE55 PROVIDED IN TABLE Rg03.1. PANEL SIDING: PANELS SHALL BE INSTALLED WITH THE LONG DIMEN51ON PARALLEL TO FRAMING. VERTICAL JOINTS SHALL OCCUR OVER FRAMING MEMBERS AND SHALL BE SEALED WITH GAULKIN6 OR COVERED WITH BATTENS. HORIZONTAL JOINTS SHALL BE FLASHED WITH "Z"-FLA5HIN6 AND BLOCKED WITH 50LID WOOD BLOCKING. HORIZONTAL LAP SIDING: LAP SIDING SHALL BE LAPPED A MINIMUM OF 1 1/4" AND SHALL HAVE THE ENDS SEALED WITH CAULKING, COVERED WITH AN H-SEGTION JOINT COVER, OR LOCATED OVER A STRIP OF FLASHING. LAP SIDING COURSES MAY BE INSTALLED WITH THE FASTENER HEADS EXPOSED OR CONGEALED, ACCORDING TO APPROVED MANUFACTURER'S INSTALLATION INSTRUCTIONS. METAL DRIP EDGE 5 x 5 ANGLE FLASHING 26 6A. GALVANIZED 26 6A. GALVANIZED (NOT TO SCALE) (NOT TO SCALE) 1. FBG -R302.5.1: ANY DOOR BETWEEN THE DWELLING AND THE GARAGE 15 TO BE EITHER A 1 318" MIN. THICK SOLID WOOD OR HONEYCOMB CORE STEEL AND THE DOOR 15 TO HAVE A 20 MIN. FIRE -RATING. 2. FBG -R302.5.2: DUCTS IN GARAGE SHALL. BE MIN. 26 GA. SHEET STEEL lNITH NO OPENING5 INTO THE GARAGE PERMITTED. 3. FBC-8302.6: GARAGE SHALL BE SEPARATED FROM RE51DENCE AND ITS ATTIC WITH 1/2" MIN. 67YP5UM BOARD APPLIED TO GARAGE SIDE. GARAGE BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ROOMS ABOVE WITH 5/5" MIN. TYPE "X" 6YP5UM BOARD. WHERE THE SEPARATION 15 A FLOOR/CEILING ASSEMBLY, ANY STRUCTURE SUPPORTING THE A55EMBLY SHALL BE PROTECTED WITH 1/2" MIN. GYPSUM BOARD. 4. FBG -R103.6.3: WHERE STUCCO 15 APPLIED TO LATHE OVER WOOD FRAME, A BOND BREAKER 15 REQUIRED BETWEEN THE WATER RE515TIVE BARRIER AND THE STUCCO PER ONE OF THE FOLLOWING METHODS: - 2 LAYERS OF APPROVED WATER RE515TIVE-BARRIER MATERIAL, OR - 1 LAYER OF APPROVED WATER-RE515TIVE BARRIER OVER AN APPROVED PLASTIC HOUSE WRAP, OR - OTHER METHOD IN ACCORDANCE WITH THE MANUFACTURER' INSTALLATION INSTRUCTIONS 5. FBG -R, M1301.2: GROUND MECHANICAL UNITS SHALL BE ANCHORED IN ACCORDANCE WITH TH15 SECTION. 6. FBG -R, M1305.1.1: MIN. 4" CLEARANCL= AROUND ALL SIDES OF MECHANICAL EQUIPMENT AND COMPONENTS, INCLUDING DUCT, WITH THE TOTAL WIDTH OF THE ENCL05ED SPACE BEING AT LEAST 12" WIDER THAN THE FURNACE OR AIR -HANDLER "Z" FLA5HIN6 2q GA. GALV. (NOT TO SCALE) WINDOW AND EXTERIOR DOOR FLASHING WRB JT DOWN ENTER qD ACROI qD THE Bt INSTALL NRB IN A WATER SHED FASHION STARTING AT THE BOTTOM OF THE WALL AND WORKING TO THE TDP WITH OVERLAP PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. NRB APPLY A BEAD OF SEALANT TO THE HEAD AND JAMBS OF THE WINDOW FLANGE INSTALL WINDOW LEVEL AND PLUMB INTO OPENING AND FASTEN ACCORDING TO MANUFACTURER'S INSTALLATION IN5TRUCTIONE APPLY HEAD FLASHING TO EXTEND PAST THE JAMB FLASHING, USE A J -ROLLER TO SET AND FLATTEN Fc A' J, INSTALL SILL FLASHING INSIDE BOTTOM JAMB LAPPING OVER NRB DOWN b", APPLY FLASHING AT JAMB CORNERS, LAP UP JAMB MINIMUM 4" AND OVERTOP OF 51LL FLASHING APPLY FLA5HING 5TARTIN6 4" OVER THE SIDES OF THE WINDOW FLANGES, FOLLOW DOWN TO OVERLAP THE CORNER FLASHING, USE A J -ROLLER TO 5ET AND FLATTEN PULL TEMPORARY TAPE FROM FLAP AND FOLD OVER TOP OF THE WINDOW FLANGE, TAPE 45 DEG. GUTS li Z m to v 1ST FLOOR CONDITIONED 1448 sq ft 2ND FLOOR CONDITIONED 531 ft Ztu LO sa TOTAL CONDITIONED 1 q?q sq ft LU }- GARAGE 3q8 sq ft FRONT PORCH 4? < p so ft UNDER ROOF 2424 sq ft 1— CL li �tu XV W ul lV1 V Z m to v m � Ztu LO 0 LU }- (u C4 < p V 1— CL f�T ) o u- vi m Q m to ul o a O ,y Ln y O U) W - 0 < 0 J m m0 W Fes -co _W W x W �W W m Z �tu XV W ul lV1 V V J --� m to v m � Ztu LO m LU }- (u C4 < p V lu CD f�T ) o u- vi m Q m �tu XV W ul lV1 V DATE: 10/16/19 SCALE: SHEET: V J --� m � p ua -s A ---i ) o u- vi m Q m to ul o a O ,y Ln y O Z - 0 < U DATE: 10/16/19 SCALE: SHEET: 41j" 71" TOP VIEW NOTE: Not to Scale. All dimensions are based on manufacturers and industry standards of f3/8 inch. UPDATED: 70/O6 i— D Tile Flange Lip 2V Dia. 1921 78„ t3' 1_ 5j' O Overflow Hole 2"Dia. Drain Hole 29" I 3011, SIDE END -Pip VIEW VIEW QP 15T FLOOR CONDITIONED 1448 sq ft ?ND FLOOR CONDITIONED 331 sa ft TOTAL CONDITIONED 1g79 sq ft GARAGE 3q8 sq ft' FRONT PORCH 47 so ft TOTAL UNDER ROOF 2424 sri ft Rea/r/ Elev\al BOX BEAM 5" NIDE AND 14" DONN FROM TOP PLATE V-8" �; 10'-211 (2) 30505H mulled 24" AFF 6'-4" – — 61 2nd floor (8' Plate Height) ROOF VENT 6FT = 165 IN VENT 2424 50 FT UNDER ROOF X 144= 348056 50 IN OF ATTIC 348056 / 300 = 1164 IN OF VENTILATION NEEDED 1164/165=7.05X50%=3.52 (4) 6 FT VENT5 or (3) 6 FT VENTS AND (1) 4 FT VENT 5OFFIT5 ARE CONTINUOU5 VENTED (GABLE 5OFFIT5 ARE NON VENTED) TOTAL ENGLOBED CONDITIONED VOLUME 17280 CUBIC FT �'' � aquirod heyht Dom TYPICAL 5TAIR DETAIL Open guararays acrd open han on dacha and Mtw-&js more Char* 3C ll above grr&Je or a floor beew steal rnemb" sparred so That a 4 mh dwtete, sphere car:tot pass treoLgt. Stairway Notes: 3 Stasrw'arji Shia l be not afss aw 36' in tAidih, 2 Stanway rFses snot be Dat gtaeter ttzan 7 1'4- 3 Staerway treads shag batee aminmu+n run 0 tG', ti 4. The kKrptfr a Run and aria hegN of Riser shall rot ti ^rr mWo 4 Marr 3.'9' in the erlire run a' ft alae. I 5_ Stars are milled to be 04m*ated. ti, Opel rsers p4tmtiNad ,a is less than' 7. Al nartt m 14' nosing Hw*ra4 0" derails belcwn� Lou than -,V do; I (r mart. run Open risers res than 4' 9� gyp "Hri91 A: AI 34.38 above 'm.+a,i� err:us.:t� C Wutsl rrra �u Yrsy •i^:t�-. u ttC� Muss rq�rrlgs . 19V l3'u Q :sad 74.x' dm A�/1 , is ray a >fO nein. • 7 3t4' max. rise wo tr of staeway I f-- FIrtIStAgQ grajp PROVIDE 2 ROW5 OF 50D FOR FOUNDATION 5TABILIZATION "NO IRRIGATION PROVIDED BY BUILDER* COMMUNITY DEVELOPMENT APPROVED 0 �m i G I I � G I � I o —! BOX BEAM 5" NIDE AND 14" DONN FROM TOP PLATE V-8" �; 10'-211 (2) 30505H mulled 24" AFF 6'-4" – — 61 2nd floor (8' Plate Height) ROOF VENT 6FT = 165 IN VENT 2424 50 FT UNDER ROOF X 144= 348056 50 IN OF ATTIC 348056 / 300 = 1164 IN OF VENTILATION NEEDED 1164/165=7.05X50%=3.52 (4) 6 FT VENT5 or (3) 6 FT VENTS AND (1) 4 FT VENT 5OFFIT5 ARE CONTINUOU5 VENTED (GABLE 5OFFIT5 ARE NON VENTED) TOTAL ENGLOBED CONDITIONED VOLUME 17280 CUBIC FT �'' � aquirod heyht Dom TYPICAL 5TAIR DETAIL Open guararays acrd open han on dacha and Mtw-&js more Char* 3C ll above grr&Je or a floor beew steal rnemb" sparred so That a 4 mh dwtete, sphere car:tot pass treoLgt. Stairway Notes: 3 Stasrw'arji Shia l be not afss aw 36' in tAidih, 2 Stanway rFses snot be Dat gtaeter ttzan 7 1'4- 3 Staerway treads shag batee aminmu+n run 0 tG', ti 4. The kKrptfr a Run and aria hegN of Riser shall rot ti ^rr mWo 4 Marr 3.'9' in the erlire run a' ft alae. I 5_ Stars are milled to be 04m*ated. ti, Opel rsers p4tmtiNad ,a is less than' 7. Al nartt m 14' nosing Hw*ra4 0" derails belcwn� Lou than -,V do; I (r mart. run Open risers res than 4' 9� gyp "Hri91 A: AI 34.38 above 'm.+a,i� err:us.:t� C Wutsl rrra �u Yrsy •i^:t�-. u ttC� Muss rq�rrlgs . 19V l3'u Q :sad 74.x' dm A�/1 , is ray a >fO nein. • 7 3t4' max. rise wo tr of staeway I f-- FIrtIStAgQ grajp PROVIDE 2 ROW5 OF 50D FOR FOUNDATION 5TABILIZATION "NO IRRIGATION PROVIDED BY BUILDER* COMMUNITY DEVELOPMENT APPROVED m ua m V . civ Z LU � m � � N � p U lu CD +, <C z V 0 LL 0 NCL L.l.. —! U) W -� Q U— rV) �1 Uj .l m W m <W Q W •� U-1 v w O ._ W ON V) ti a Ln rn W W Q H N Q Wy� V Cm 2 D Z m ua m V . civ Z LU � m � � N � p U lu CD +, <C z V 0 LL DATE: 10/16/19 SCALE: SHEET: P-1 —! UA -� Q U— rV) �1 W W •� U-1 v Q HLn ON a Ln rn `Ol v H N V DATE: 10/16/19 SCALE: SHEET: P-1 Roof Plan (5cale 1/411 = 1') ---------------------------- 12 5F Arch. Asphalt Shingles (typ) Low E Vinyl Windows 1'k 4" Hardi Type Trim Gementious Lap Siding 0000 0000 A11 - 0� Steel Insulated Overhead Garage Door MINE ■1 SON [minINUM ■ n Fiberglass Entry Door Front Elevation Z%2 2nd Floor Plate Height m 2nd Floor FF M V , 1st Floor Plate Height FF 00% AA F� R6VFp)FNI O 0 ----------- m � 0 O m LU OL H d v L--------_..__L ---------- Z O 12 5F Arch. Asphalt Shingles (typ) Low E Vinyl Windows 1'k 4" Hardi Type Trim Gementious Lap Siding 0000 0000 A11 - 0� Steel Insulated Overhead Garage Door MINE ■1 SON [minINUM ■ n Fiberglass Entry Door Front Elevation Z%2 2nd Floor Plate Height m 2nd Floor FF M V , 1st Floor Plate Height FF 00% AA F� R6VFp)FNI O V • 0 m m � 0 O m LU OL H d v N Z O m —� q to LL Q U) LL LULn v w LU a1 V � N in y v D m N o < m O m LU m �w zU) /O_^� V/w Ix w �w Q 0 W m D Z, V • Z m m � 0 O m LU OL v N Z O m —� q to LL Q .� LL LULn v LU a1 V � N in y v Z m N o < O LU m V • Z z m � 0 O OL LL O O —� DATE: 10/16/19 SCALE: SHEET: V J -1 m � 0 m � to —� q to LL ca .� LULn v o d ac N in y v Z o < DATE: 10/16/19 SCALE: SHEET: 0 U4 Center stoop u K' below I 3'_4, -1 A -t1 n A f,-111 Rear Elevation .i El Foundation Front Elevation FOUNDATION NOTES: 1. ALL WORK SHALL BE IN STRICT COMPLIANCE WITH THE 2017 FLORIDA BUILDING CODE, RESIDENTIAL AND COUNTY BUILDING DEPARTMENT 2. STRIP TOP501L AND ORGANIC MATTER FROM ALL AREAS WHERE CONSTRUCTION WILL OCCUR 3. FILL SHALL BE FIRMLY COMPACTED, CLEAR SANDY/CLAY MATERIAL FREE OF ROOTS, ORGANIC MATTER AND DEBRIS 4. ALL BEARING FOOTERS TYPE AND LOCATIONS WILL BE COORDINATED WITH STRUCTURAL ENGINEER S. SHOWER SHALL BE RECE55ED MINIMUM 4" WITH THICKENED FOOTER 6. HEIGHT OF SLAB TO BE VERIFIED BY BUILDER A!G chase 2nd Floor k -- BEDROOM #1 LA/--r,-] a 10 BEDROOM #2 1st Floor A I FI ,P P COMMUNITY DEVELOPMENT �0vEo z �f\ OL l 1� V M� z V r ` e U— LU O J H � � m LU -j A � u- VJ W _� o �i m --N C-4 KP J m m <W Q w u V a U) Ln - z> LT N a a O cnIx U <C z W of H J v 3 Q A ` o 0 w m z z �f\ OL l 1� V M� z V r ` e U— LU DATE: 10/16/19 SCALE: SHEET: J � � m LU -j A � u- _� o �i m --N C-4 KP M w u V a Ln - LT N 0 a O U <C z H J v 3 A ` o < DATE: 10/16/19 SCALE: SHEET: 41" 71 J" TOP VIEW I 142- 29- 304" SIDE VIEW 4-D Tile Flange Lip WEIGHT: 189 LBS. PACITY: 60 GALLONS TE: Not to Scale. All dimensions are boxed on manufacturers and industry standar( of 33/8 inch. UPDATED: 10/0( r-- 21" I0C pia. 5j' O Overflow Hole 2" Dia. Drain Hole -40 END VIEW 15T FLOOR CONDITIONED 1448 sq ft 2ND FLOOR CONDITIONED 531 sqft TOTAL CONDITIONED 1g7q sq ft GARAGE 3q8 sq ft FRONT PORCH 41 s , f TOTAL IJNOFf2 f2nnt=')eye. cA 4 0 lu W E3 J cv c— r- ci- Rear Elevai , ROOF VENT 6FT = 165 IN \/ENT 2424 50 FT UNDER ROOF X 144= 34g056 50 IN OF ATTIC 34g056 / 300 = 1164 IN OF VENTILATION NEEDED 1164/165= 105X50%=3.52 (4) 6 FT VENT5 or (3) 6 FT VENTS AND (1) 4 FT VENT 5OFFIT5 ARE GONTINUOU5 VENTED (GABLE SOFFITS ARE NON VENTED) TOTAL ENCLOSED CONDITIONED VOLUME 17280 CUBIC, FT No ,try s'ng �y> (g -)I jCJj8d T Front Elevation g 12-4" X- 17 X --Gt--11 li Ins'36*2 A�` A Toile 162121 R ' --- — 2868 � UX BATH m 8 01, x 5'-0" l� AIL i � chase � cv i m BEDROOM #1 11 ° X 13'-2" ( %Z (2) 30505H mulled 24" AFF 3040FX 32" AFF 5-5 3/4" 5'-q 1/4" 4'-5" — Im BEDROOM #2 11'-8" X 14'-0" (2) 30505H mulled 24" AFF 6-4" - b' ---� 2nd floor (8' Plate Height) f d - 0" Less Dun �J' da TYPICAL STAIR DETAIL Open guardrars aid aper( hanQrails on dwas and starways more Char 3G aches abcr a grade or a �.wr PW11 shat Clave rnw"15M spaced so th V. a 4 inch diaimaeW sphere cannot passovough, Sta`rway Notes: ±'. Starwa}S snal be not*" vlam 3&' In *Nth 2 Sl"Nay r5ls steal be W. greeter Ihan 7 3'4 3 Stanway treads steal have a rrt tmurn run of t0', 4- The Ien M d Run and ft h"t-' o1 Riser small rest .Warr mora than 11' in no er4re run a'the stair_ tl 6. Stars ue MQW*d to be it qn �att3d. 6- Ogen r sers peas"" f open"K =s less than 4' 1: tMutar+.:rn 3.'4' no9inq j i� H"ral (,see cletaiis belc*) tl�s-w: w.:umor xo,a 21 lrababv gg harry a sW x4.'s!•.t+sv. sM, ai rte. arc•a�rdouired � � 1 -`1____ mo o+r. 317 Ur min. run L OW risers ►ess tha�n4! —�' 4 'tcItt.rr+n, • 7 3r4' max, rise trot less Chan � ,r L&13 width of slel;M,iy % Fin;st*p pra;c PROVIDE 2 RON5 OF 500 FOR FOUNDATION STABILIZATION `NO IRRIGATION PROVIDED BY BUILDER" COM'; "UNITY GEVELO PMENI DENIED M v v Z LU .�LL W rn v (U to o v U-1 CO <C z OL 0 U- � V m L_O LL J m � U U) LU W l) ) U— J M m _J o ui W o W CIO �—: o o� _. W Ln U) x W O(A i IX W Ln 0 Cr( Q Z N IS) W m < o 2 D Z M v v Z LU .�LL W rn v (U to o v U-1 CO <C z OL 0 U- � V m J m � LU Q ) U— _J o ui CIO o Ln O(A i Ln 0 Cr( Z N IS) < o < DATE: 8/20/19 SCALE: SHEET: P-1 L— 4 •,i In 4 /1%11 Rear Elevation �E? i Center stoop u (4" below Foundation Front Elevation FOUNDATION NOTES: 1. ALL YORK SHALL BE IN STRICT COMPLIANCE YqITH THE 2017 FLORIDA BUILDING CODE, RE51DENTIAL AND COUNTY BUILDING DEPARTMENT 2. STRIP TOP501L AND ORGANIC MATTER FROM ALL AREAS NHERE CONSTRUCTION NILL OCCUR 3. FILL SHALL BE FIRMLY COMPACTED, CLEAR SANDY/CLAY MATERIAL FREE OF ROOTS, ORGANIC MATTER AND DEBRIS 4. ALL BEARING FOOTERS TYPE AND LOCATIONS HILL BE COORDINATED KITH STRUCTURAL ENGINEER 5. 5HONER SHALL BE RECESSED MINIMUM 4" KITH THICKENED FOOTER b. HEIGHT OF SLAB TO BE VERIFIED BY BUILDER AtG chase 2nd Floor BOX BEAM 5" WIDE AND 14" DOWN FROM TOP PLATE I TH 1st Floor 521 —1 A/G 21 ( --T- 11 ON I BEDROOM #2 'oa COMMUNITY DEVELOPMENT DENIED m Lu m V N Z m a .� u - Lu v a Mut W "-ft. z v z 1 l� V � z Ilgi! � ua 1!__ �r Lu m u l -� i N IINI co Ln to o O N y � a 1t1 O v P v 3: T L .n ,n �IIN m Lu m V N Z m a .� u - Lu v a Mut W "-ft. z v z 1 l� V � z o � ua 1!__ �r Lu m DATE: 8/20/19 SCALE: SHEET: v J m � -� o � N �r m u l -� i N co Ln to o O N y � a 1t1 O v P v 3: T L .n ,n DATE: 8/20/19 SCALE: SHEET: