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HomeMy WebLinkAboutTruss Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSCMB3L15X10 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. /TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 28 individual,dated Truss Design Drawings and 16 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 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq# Truss Name Date No. Seq# Truss Name Date No. Seq# Truss Name Date 1 2489 A02 4/7/21 13 2501 B03 4/7/21 25 2531 J1P 4/7/21 2 2490 A03 4/7/21 14 2502 B04 4/7/21 26 2510 J2 4/7/21 3 2491 A04 4/7/21 15 2503 B05 4/7/21 27 2528 J3P 4/7/21 4 2492 A05 4/7/21 16 2515 C01 4/7/21 28 2512 J5P 4/7/21 5 2493 A06 4/7/21 17 2504 CO2 4/7/21 29 STDL01 STD.DETAIL 4/7/21 6 2494 A07 4/7/21 18 2519 CO3 4/7/21 30 STDL02 STD.DETAIL 4/7/21 7 2495 A08 4/7/21 19 2522 C04 4/7/21 31 STDL03 STD.DETAIL 4/7/21 8 2496 A09 4/7/21 20 2537 D01 4/7/21 32 STDL04 STD.DETAIL 4/7/21 9 2497 A10 4/7/21 21 2507 E01 4/7/21 33 STDL05 STD.DETAIL 4/7/21 10 2498 All 4/7/21 22 2513 HJ2 4/7/21 34 STDL06 STD.DETAIL 4/7/21 11 2499 B01 4/7/21 23 2534 HJ5 4/7/21 35 STDL07 STD.DETAIL 4/7/21 12 2500 B02 4/7/21 24 1 2508 J1 4/7/21 36 STDL08 I STD.DETAIL 4/7/21 The truss drawing(s)referenced have been prepared by Alpine Engineered Products,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses,Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2023. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer,perANSffPI-1 Sec.2. The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also referred to at times as'Structural Engineering Documents')provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by[Al Roof Trusses or speciric location].These TDDs(also referred to at times as'Structural Delegated' Engineering Documents')are specialty structural component designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer),the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only.The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements.Please review all TDDs and all related notes. Rama Pranav Kristam,P.E. 4451 St Lucie Blvd.Suite 201 Fort Pierce,FL 34946 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSCMB3L15X10 No. Seq# Truss Name Date 37 STDL09 STD.DETAIL 4/7/21 38 STDL10 STD.DETAIL 4/7/21 39 STDL11 STD.DETAIL 4/7/21 40 STDL12 STD.DETAIL 4/7/21 41 STDL13 STD.DETAIL 4/7/21 42 STDL14 STD.DETAIL 4/7/21 43 STDL15 STD.DETAIL 4/7/21 44 1 STDL16 I STD.DETAIL 4/7/21 Rama Pranav Kristam,P.E. Page 2 of 2 #88906 g 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 04/07/2021 2489 CRMSCMB3L15X10 A02 COMN 3 1 19, 19, F=5X10 12 1111.5X3 E (a) G 6 �3X4 0 co 53X6D -6X8 H�3X6 N � T� ;_�:4X4C M I 1.5X3 0 O=5X8 (a) n � M a 3 1 3X6(A1)B 12 d=3X6(A1) ails 4- A K Q P N L =3X10 III 1.5X4 1112X4 =6X8 SEAT PLATE REQ. SEAT PLATE REQ. 38' T/16" 11,10-5/81, -}- 7'2-3/4" -i 18,10-5/81, Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.361 O 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.680 O 665 240 B 1540 /- /- /874 /408 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.219 L - - J 1539 /- /- /873 /408 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.414 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.620 J Brg Width=8.0 Min Req= 1.8 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.988 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.962 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:222.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1071 -3415 Lumber B-C 908 -2711 G-H 869 -2283 C-D 1448 -4534 H-1 860 -2356 Top chord:2x4 SP#2;T2 2x4 SP M-30; D-E 1460 -4453 I-J 927 -2654 Bot chord:2x4 SP#2;B4 2x4 SP M-30; E-F 1628 -4577 J-K 39 0 Webs:2x4 SP#3;W3 2x4 SP#2; Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-Q 2348 -694 N-L 6 -2 Purlins Q-P 25 -10 L-J 2295 -693 In lieu of structural panels or rigid ceiling use purlins O-M 3013 -575 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) BC 95 0.15 11.74 Webs Tens.Comp. Webs Tens. Comp. BC 92 11.71 19.13 BC 114 19.26 37.85 C-Q 436 -1221 F-M 1991 -413 Apply purlins to any chords above or below fillers C-O 1669 -394 M-N 99 0 at 24"OC unless shown otherwise above. Q-O 2636 -775 M-G 886 -183 E-O 295 -390 M-L 2421 -645 Wind O-P 77 0 G-L 310 -930 Wind loads based on MWFRS with additional C&C O-F 1476 -710 L-I 190 -295 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2490 CRMSCMB3L15X10 A03 COMN 3 1 19, 19, F=5X6 12 �_3X4E 6 G 3X4 co �3X6D (a) H'3X6 N o o T :1.5X3 C O=6X 1�4X4 0 Q P-_3X4 Zs-A. 1 -3X8(F1)B o H0308 d=3X6(A1) a-ails• A d 3 R K 12 N L 1111.5X4 =3X10 SEAT PLATE REQ. SEAT PLATE REQ. 38' 19' -}- 8'1-3/8" -}- 1010-5/8"ter-�11 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.470 O 963 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.888 O 509 240 B 1545 /- /- /870 /199 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.328 L - - J 1542 /- /- /875 /195 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.620 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.687 J Brg Width=8.0 Min Req= 1.8 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.810 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.898 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:194.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1015 -3268 Lumber B-C 1541 -4761 G-H 1513 -4612 C-D 1351 -4345 H-1 1505 -4707 Top chord:2x4 SP M-30;T3 2x4 SP#2; D-E 1369 -4272 I-J 902 -2723 Bot chord:2x4 SP M-30;B1 2x4 SP 2400f-2.OE+ SP M-31;B4 2x4 SP#2; E-F 1024 -3237 J-K 39 0 Webs:2x4 SP#3;W7 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on member. B-Q 4280 -1296 O-M 4303 -1182 Q-P 3692 -977 N-L 33 -11 Plating Notes P-O 3721 -975 L-J 2361 -688 (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees Rotational Tolerance,and/or Maximum Web Forces Per Ply(Ibs) zero Positioning Tolerance. Webs Tens.Comp. Webs Tens. Comp. Purlins C-Q 293 -342 G-M 421 -56 In lieu of structural panels or rigid ceiling use purlins Q-E 511 -87 M-N 74 0 to laterally brace chords as follows: E-O 445 -800 M-L 2639 -765 Chord Spacing(in oc) Stal End(ft) F-O 2357 -597 M-1 1829 -465 BC 120 0.52 19.00 O-G 651 -1368 L-I 429 -1239 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2491 CRMSCMB3L15X10 A04 COMN 10 1 19, 19, F=5X6 12 �3X4E C' 3X4 0 6 3X6 M 3X6 D H 0ja n o� T �1.5X3C N-6X 1;1.5X3 0 ��H0308 --H0308 M P;3X4 0 3X4 L v 1 5E�3X8(F1)I3 J--3X8(F1) a A d 3 K 12 SEAT PLATE RED. SEAT PLATE REQ. 38' 1'I5-9/1-¢" 19, .i 19, 1 i5-9/16" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) yl TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.520 N 870 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.984 N 459 240 B 1546 /- /- /870 /199 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.373 L - - J 1546 /- /- /870 /199 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.707 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.680 J Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.804 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.929 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:175.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1021 -3228 Lumber B-C 1534 -4756 G-H 1360 -4270 C-D 1349 -4346 H-1 1343 -4346 Top chord:2x4 SP M-30; D-E 1366 -4270 I-J 1529 -4756 Bot chord:2x4:SP 2400f-2.0E+SP M-31:;B2 2x4 SP M-30; E-F 1014 -3228 J-K 39 0 Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B-P 4275 -1290 N-M 3733 961 to laterally brace chords as follows: P-O 4275 -981 M-L 3733 -961 Chord Spacing(in oc) St0.52 En.00 O-N 3733 -973 L-J 4275 -1278 BC 120 0.52 19.00 BC 120 19.00 37.48 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply(Ibs) at 24"OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. Wind C-P 288 -334 N-G 463 -829 Wind loads based on MWFRS with additional C&C P-E 508 -78 G-L 508 -76 member design. E-N 463 -829 L-I 288 -334 Wind loading based on both gable and hip roof types. F-N 2437 -645 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2492 CRMSCMB3L15X10 A05 COMN 1 1 19, 19, F=6X10 12 �3X4E a3X4 6 �3X6 0 r� g3X6 D :*G 1 J1111.5X3a1 '0\s1.5X3 C (a) ifl z3X4 M 3X6(A1)B 3X8(F 1) 1 4-ai16• A L R Q P O 3 p =3X4 =3X6 =5X8 1111.5X3 12 SEAT PLATE REQ. SEAT PLATE REQ. 38' 1'5-9/1 1i5-9/1 " 232-9/16" 14'9-7/16" - Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.437 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.826 G 547 240 B 1539 /- /- /873 /408 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.258 M - - K 1543 /- /- /868 /411 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.487 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.806 K Brg Width=8.0 Min Req= 1.7 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.997 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.808 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:215.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1263 -3878 Lumber B-C 930 -2684 H-1 1558 -4494 C-D 875 -2412 I-J 1542 -4503 Top chord:2x4 SP#2;T3 2x4 SP M-30; D-E 893 -2339 J-K 1443 -4622 Bot chord:2x4 SP M-30;B2 2x4 SP#2; Webs:2x4 SP#3;W5 2x4 SP#2; E-F 756 -1703 K-L 39 0 F-G 1358 -3860 Bracing (a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs) member. Chords Tens.Comp. Chords Tens. Comp. Purlins B-R 2325 -707 P-O 17 -5 R-Q 1899 -503 N-M 3846 -979 In lieu of structural panels or rigid ceiling use purlins Q-P 1899 -503 M-K 4136 -1176 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 116 0.15 23.07 Maximum Web Forces Per Ply(Ibs) BC 90 23.10 37.48 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. C-R 242 -355 N-O 27 0 R-E 488 -100 N-G 183 -150 Wind E-P 351 -657 N-H 197 -362 Wind loads based on MWFRS with additional C&C F-P 53 -714 H-M 454 -283 member design. F-N 3419 -949 M-J 279 -333 Wind loading based on both gable and hip roof types. P-N 1927 -343 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2493 CRMSCMB3L15X10 A06 COMN 3 1 19, 19, F=5X6 r'�7X6 W 12 6 �3X4E (a) H'--3X4 _ ifl co i3X6 D 1 Z3X6 5 --_3X4C (a) =10X10 d o T N i2 izz z�3X4 M 3X6(A1)B Kz�3X8(1`1) 1 a-ails A S R Q OP L V =5X8TU =7X10 =3X3 3 t� 1114X8(R) 12 SEAT PLATE REQ. SEAT PLATE REQ. 38' 1'IS 9/16" .+. 9'4-1/16" ? 15/16� 14'9-7/16" 1i5-9/11 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.451 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.852 N 531 240 B 1539 /- /- /873 /554 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.268 M - - K 1543 /- /- /868 /557 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.507 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.858 K Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.993 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.861 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:239.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1290 -3887 Lumber B-C 946 -2668 H-1 1635 -4483 C-D 995 -2643 I-J 1626 -4530 Top chord:2x4 SP#2;T3 2x4 SP M-30; D-E 1006 -2585 J-K 1545 -4661 Bot chord:2x4 SP#2;B4 2x4 SP 2400f-2.OE+ SP M-31; E-F 766 -1841 K-L 39 0 Webs:2x4 SP#3;W8,W9 2x4 SP#2; F-G 810 -1740 Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-V 2299 -714 R-P 2 -7 Plating Notes V-U 73 -34 Q-O 8 -6 All plates are 1.5X3 except as noted. T-S 2319 -650 N-M 4026 -1148 S-Q 1 -5 M-K 4173 -1278 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft)BC 80 0.15 11.49 C-V 176 -343 R-Q 37 0 BC 75 11.50 23.07 C-T 78 -40 G-N 3255 -839 BC 25 20.97 23.07 V-T 2260 -689 N-O 25 0 BC 83 23.07 37.48 T-U 52 0 N-H 346 -558 Apply purlins to any chords above or below fillers T-E 523 -142 O-P 34 0 at 24"OC unless shown otherwise above. E-S 442 -926 W-N 0 0 F-S 1177 -494 H-M 376 -180 Wind S-G 710 -2293 M-J 216 -234 Wind loads based on MWFRS with additional C&C S-N 2676 -570 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2494 CRMSCMB3L15X10 A07 COMN 1 1 17'11-15/16" 2-0-118" 17'11-15/16" e5X8 =7X6 F G H (a) 6 12 -3X4E X6�3 3X6 D (a) I 3 3X4 ° �3X4C (a) =10X10 T N =3X6(A1)B M K�3X8(F1) 1 a-ails A T SRQ OP L W =5X8 UV =-3X4 =6X8 =3X3 3 1114X8(R) III1.5X4 12 SEAT PLATE REQ. SEAT PLATE REQ. 38' 1'P9/16" 117-9/16" 9'4-1/16"1237/16" 14'8-15/16" 1'S-9/16" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) yl TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.434 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.819 H 552 240 B 1539 /- /- /875 /556 /299 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.269 M - - K 1543 /- /- /870 /559 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.508 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.8 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 g q K Br Width=8.0 Min Req 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.642 Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.978 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.866 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:254.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1544 -3972 Lumber B-C 969 -2712 H-1 1395 -3975 C-D 1014 -2650 I-J 1367 -4015 Top chord:2x4 SP#2;T4,T5 2x4 SP M-30; D-E 1030 -2587 J-K 1595 -4710 Bot chord:2x4 SP#2;B4 2x4 SP 2400f-2.OE+ SP M-31; E-F 856 -1920 K-L 39 0 Webs:2x4 SP#3;W8 2x4 SP#2; F-G 820 -1613 Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-W 2350 -757 R-P 2 -14 Plating Notes W-V 98 -36 Q-O 38 -11 All plates are 1.5X3 except as noted. U-T 2315 -700 N-M 4273 -1350 T-S 1634 -383 M-K 4224 -1329 Purlins S-Q 25 -8 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 17.99 20.01 BC 81 0.15 11.49 C-W 169 -285 S-N 2206 -495 BC 89 11.50 23.12 C-U 103 -101 G-N 3625 -1135 BC 26 20.97 23.11 W-U 2273 -726 R-Q 36 0 BC 81 23.14 37.48 U-V 79 0 O-P 39 0 Apply purlins to any chords above or below fillers U-E 493 -126 N-O 49 0 at 24"OC unless shown otherwise above. E-T 415 -872 N-H 312 -396 Wind F-T 563 -184 IN-J 409 -749 F-S 166 -240 J-M 136 -81 Wind loads based on MWFRS with additional C&C S-G 343 -1375 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2495 CRMSCMB3L15X10 A08 COMN 1 1 1611-15/16" 6'0-1/8" 1611-15/16" 5X6 F= X G jN 4X6 H 12 �3X4E 6 F g3X6D (a) I a3X4 00 T oo 3X4C =7X10 o co �H030 M L=3X6(A1)B �J��3X8(1`1) 4-3M" A =5X8 U T S 3 p X WV =4X10 =3X3 12 1114X8(R) 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' 117-9/16" 9'4-1/16"1237MIS 14'8-15/16" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.406 S 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.766 S 590 240 B 1539 /- /- /877 /558 /271 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.253 L - - J 1543 /- /- /872 /561 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.477 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.853 J Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.974 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.864 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:232.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1483 -3292 Lumber B-C 1104 -2716 G-H 1545 -3633 C-D 1167 -2640 H-1 1530 -3779 Top chord:2x4 SP#2;T4 2x4 SP M-30; D-E 1179 -2552 I-J 1834 -4681 T5 2x4 SP 2400f-2.0E+SP M-31; Bot chord:2x4 SP#2;B4,B5 2x4 SP 2400f-2.OE+ E-F 1046 -2078 J-K 39 0 SP M-31; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on B-X 2355 -878 Q-O 4237 -1559 member. X-W 108 -39 R-P 109 -47 V-U 2299 -828 O-M 4237 -1566 Plating Notes U-S 46 -19 M-L 4219 -1570 All plates are 1.5X3 except as noted. T-N 29 -71 L-J 4198 -1548 S-R 117 -48 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Stal End(ft)TC 24 15.99 22.01 C-X 191 -285 U-Q 2019 658 BC 81 0.15 11.49 C-V 117 -126 T-S 35 0 BC 90 11.50 23.24 X-V 2268 -845 Q-R 139 -125 BC 27 20.97 23.26 V-W 80 0 Q-G 1156 -334 BC 80 21.93 37.48 V-E 495 -143 Q-1 524 -959 Apply purlins to any chords above or below fillers E-U 359 -751 P-O 149 -87 at 24"OC unless shown otherwise above. F-U 122 -399 P-N 54 -5 Wind F-Q 1811 -629 I-L 163 -55 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2496 CRMSCMB3L15X10 A09 GABL 1 1 13'11-15/16" 10'0-1/8" 13'11-15/16" :H0710 1111.5X4 =6X8 F G H I I J E(a) K 12 AG AE L�3X6 6 �3X6p (a) M%3X4 �3X4C (a) AI< O AI3 Pr`(a) (at 7a 4XA6(A2)B6X8 7X8 AF AH Q=3X6(A1) Z R AD ABAC Y X W V U T 1115X8(R) 1111.5X4 =5X8 112X4 =3X6 SEAT PLATE REQ. SEAT PLATE RED. SEAT PLATE RED. 23' 8„1 1j5-9/16" 11'7-9/16" 9'4-1/16" 17'0-3/8" 1'S-9/16" 38' �I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.090 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.194 E 999 240 B 1874 /- /- /933 /734 /484 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.038 Y - - AF*342 /- /- /114 /121 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.082 Y Q 244 /- /- /309 /109 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 0. U Max TC CSI: 0.817 Wind reactionsons based on MWFRS Load Duration:1.25 BCDL:4.2 psf B Brg Width=8.0 Min Req= 2.2 Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.850 AF Brg Width=171 Min Req= - C&C Dist a:3.80 ft Max Web CSI: 0.986 Q Brg Width=8.0 Min Req= 1.5 Loc.from endwall:Any Wgt:268.8 Ibs Bearings B,AF,&Q are a rigid surface. GCpi:0.18 Bearings B,AF,&Q require a seat plate. Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Maximum Top Chord Forces Per Ply(Ibs) Lumber Additional Notes Chords Tens.Comp. Chords Tens. Comp. Top chord:2x4 SP M-30;T3 2x4 SP 2400f-2.0E+ See Al Std Detail for gable wind bracing and other A-B 82 0 J-K 1295 -340 SP M-31;T4,T5 2x4 SP#2; requirements. B-C 1728 -2899 K-L 1328 506 Bot chord:2x4 SP#2;B2 2x4 SP M-30; Webs:2x4 SP#3;W9 2x4 SP#2; C-D 1438 -2226 L-M 1268 -590 D-E 1477 -2128 M-N 1182 -594 Bracing E-F 1757 -2074 N-O 517 -78 (a)Continuous lateral restraint equally spaced on F-G 418 -136 O-P 484 -174 member. G-H 418 -135 P-Q 480 -310 H-1 418 -135 Q-R 82 0 Plating Notes I-J 1291 -260 All plates are 1.5X3 except as noted. Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B-AD 2440 -1319 W-V 510 -390 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) AD-AC 81 -70 V-U 510 -390 TC 24 13.99 24.01 AB-Z 1316 -341 U-T 502 -382 BC 75 0.15 11.49 AA-Y 5 -84 T-S 495 -374 BC 116 11.48 21.11 Y-X 510 -390 S-Q 483 -360 BC 75 21.11 37.85 X-W 510 -390 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Maximum Web Forces Per Ply(Ibs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss designed to support 2-0-0 top chord outlookers C-AD 242 -331 Z-AF 1255 -1216 and cladding load not to exceed 8.00 PSF one face C-AB 667 -689 AF-Y 1262 -1236 and 24.0"span opposite face.Top chord must not be AD-AB 2381 -1259 AG-1 2349 -1303 cut or notched,unless specified otherwise. E-AB 575 -522 Y-I 1391 -2822 Wind AB-AC 73 0 Y-AH 766 -870 AB-F 1311 -1039 AH-AI 702 -771 Wind loads based on MWFRS with additional C&C F-Z 1280 -1955 AJ-AK 739 -830 member design. G-Z 795 -1211 AL-N 715 -796 Wind loading based on both gable and hip roof types. Z-AA 29 -19 N-U 367 -363 Z-AE 2411 -1339 Maximum Gable Forces Per Ply(Ibs) **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Truss Truss Type Qty Ply 04/07/2021 2496 A09 GABL 1 1 Gables Tens.Comp. Gables Tens. Comp. AE-AF 25 -73 AK-W 138 -175 H-AG 7 -24 L-AL 176 -231 J-AH 183 -208 T-O 280 -328 Al-X 604 -589 S-P 286 -319 K-AJ 485 -452 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKNOWLEDGMENT'form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the content of the IRC,the IBC,local building code and TPI-1.The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2497 CRMSCMB3L15X10 A10 HIPS 1 1 12'11-15/16" + 12'0-1/8" + 12'11-15/16" Eo5X6 =3X4 1111.5X3�z5X8 E F G H T 12 3X6 6 0 3X6 1 cO 3X4C D (a) J a 3X4 ro o_ r; 3X6(A1)B K=3X6(A1) S R Q P O INM III1.5X3 =3X6=3X8 —4X8 =3X4=3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 23'4" 14'8" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.035 S 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.069 S 999 240 B 848 /- /- /534 /315 /228 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.012 M - - P 1869 /- /- /1045 /587 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.023 P K 483 /- /- /519 /198 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.606 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf P Brg Width=8.0 Min Req= 2.2 Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.718 K Brg Width=8.0 Min Req= 1.5 C&C Dist a:3.80 ft Max Web CSI: 0.628 Bearings B,P,&K are a rigid surface. Loc.from endwall:Any Wgt:214.2 Ibs Bearings B,P,&K require a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 G-H 560 -221 Top chord:2x4 SP#2; B-C 706 -1213 H-1 516 -145 Bot chord:2x4 SP#2; Webs:2x4 SP#3; C-D 467 -679 1-J 390 -149 D-E 494 -659 J-K 436 -507 Bracing E-F 535 -523 K-L 39 0 (a)Continuous lateral restraint equally spaced on F-G 560 -220 member. Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B-S 1012 -510 P-O 496 -403 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) S-R 1010 -511 O-N 399 -255 TC 24 12.99 25.01 R-Q 1010 -511 N-M 399 -255 BC 75 0.15 37.85 Q-P 180 -135 M-K 408 -262 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Maximum Web Forces Per Ply(Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C S-C 203 0 G-P 272 -275 member design. C-Q 485 -557 P-H 714 -633 Wind loading based on both gable and hip roof types. E-Q 176 -106 H-O 450 -590 632 Right bottom chord exposed to wind. Q-F 808 -421 0-1 367 -310 F-P 808 -1042 J-M 367 -310 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 249s CRMSCMB3L15X10 A11 GABL 1 1 j= 11'0-11/16" + 1610-5/8" + 11'0-11/16" 5X6 =5X6 G H I J K L M N O T T 12 F P 6 � E N D AJ Al Q v 0 n 0 3X4C m AK `O =3X6(A1)B R=3X6(A1) 4 A S I1 A AG AF AE AD AC AB AA Z Y X W V U T =3X4 =3X6 =3X4 =3X6=3X4 SEAT PLATE REQ. SEAT PLATE REQ. W/16" 1'I5- 4, Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.039 P 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.069 P 999 240 B* 103 /- /- /51 /36 /8 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.017 P - - R 629 /- /- /611 /245 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.021 P Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=284 Min Req Max TC CSI: 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 g R Br Width=8.0 Min Re 0.478 q 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&R are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.492 Bearings B&R require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.653 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any Wgt:238.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 J-K 134 0 Lumber B-C 71 -56 K-L 134 0 C-D 140 -147 L-M 134 0 Top chord:2x4 SP#2; D-E 142 -83 M-N 130 0 Bot chord:2x4 SP#2;B3 2x4 SP M-30;Webs:2x4 SP#3; E-F 145 11 N-O 130 0 F-G 142 0 O-P 525 -357 Plating Notes G-H 134 0 P-Q 502 -390 All plates are 1.5X3 except as noted. H-1 134 0 Q-R 737 -746 1-1 134 0 R-S 39 0 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Bot Chord Forces Per Ply(Ibs) to laterally brace chords as follows: Chords Tens.Comp. Chords Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft)TC 24 11.06 26.94 B-AH 151 69 AA-Z 326 143 BC 75 0.15 37.85 AH-AG 153 -69 Z-Y 326 -143 Apply purlins to any chords above or below fillers AG-AF 293 -125 Y-X 326 -143 at 24"OC unless shown otherwise above. AF-AE 296 -127 X-W 326 -143 AE-AD 299 -128 W-V 297 -195 Loading AD-AC 298 -127 V-U 297 -195 Gable end supports 8"max rake overhang.Top chord AC-AB 326 -143 U-T 297 -195 must not be cut or notched. AB-AA 326 -143 T-R 613 -518 Wind Maximum Web Forces Per Ply(Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. Wind loading based on both gable and hip roof types. C-AG 202 -101 O-T 684 -697 M-W 198 -161 T-AK 490 -445 Right bottom chord exposed to wind. W-Al 653 -616 AK-Q 461 -419 Additional Notes AJ-O 665 -644 See Al Std Detail for gable wind bracing and other requirements. Maximum Gable Forces Per Ply(Ibs) Gables Tens.Comp. Gables Tens. Comp. AH-C 6 -60 J-Z 122 -125 AG-D 121 -114 K-Y 127 -128 E-AF 149 -122 L-X 103 -96 F-AE 228 -143 Al-V 145 -123 AD-G 67 -155 N-AJ 132 -113 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Truss Truss Type Qty Ply 04/07/2021 2498 All GAB L 1 1 H-AB 132 -137 P-AK 106 -54 1-AA 121 -123 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKNOWLEDGMENT'form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the content of the IRC,the IBC,local building code and TPI-1.The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2499 CRMSCMB3L15X10 B01 GABL 1 1 6'2" 16'2" E=4X4 T 12 D F 6 io M C G L o 2X4(A1)B H=2X4(A1) 4-3%6" A I N M L K J SEAT PLATE REQ. 12'4" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.001 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.001 J 999 240 H* 91 /- /- /42 /40 /10 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.001 N - - Wind reactions based on MWFRS EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 N H Brg Width=147 Min Req= - Des Ld: 37.00 Mean Height:25.00 ft WAVE Bearing B is a rigid surface. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 . 9 9 Max TC CSI: 0188 Bearing B requires a seat plate. Load Duration:1.25 BCDL:4.2 psf Maximum To Chord Forces Per PI Ibs Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.038 P y(Ibs) C&C Dist a:3.00 ft Max Web CSI: 0.054 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:Any Wgt:60.2 Ibs A-B 39 0 E-F 160 -37 GCpi:0.18 B-C 17 -29 F-G 54 -54 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 C-D 59 -19 G-H 17 -66 Lumber D-E 162 -25 H-1 39 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-N 148 -41 L-K 162 -46 N-M 155 -43 K-J 155 -45 All plates are 1.5X3 except as noted. M-L 162 -46 J-H 147 -45 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Chord Spacing(in oc) Start(ft) End(ft) E-L 2 -112 BC 75 0.15 12.19 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Maximum Gable Forces Per Ply(Ibs) Gables Tens.Comp. Gables Tens. Comp. Wind Wind loads based on MWFRS with additional C&C C-N 140 -91 K-F 226 -145 member design. D-M 226 -145 J-G 140 -91 Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for gable wind bracing and other requirements. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2500 CRMSCMB3L15X10 B02 COMN 3 1 1 6r2n ,+, 62m _I C=4X4 T 12 6 ifl to M 1 2X4(A1)B D=2X4(A1) � 4-3%6" A F E III 1.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 12'4" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.010 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.018 F 999 240 B 558 /- /- /335 /246 /123 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.005 F - - D 558 /- /- /335 /246 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.009 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.398 D Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&D are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.329 Bearings B&D require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.088 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any Wgt:51.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 505 -629 Lumber B-C 505 -629 D-E 39 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Purlins B-F 497 -240 F-D 497 -240 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. BC 120 0.15 12.19 Apply purlins to any chords above or below fillers C-F 231 0 at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2501 CRMSCMB3L15X10 B03 SPEC 1 1 67' —69-7/8" C=4X4 T 12 6 io M (M O 2X4(A1)B D=3X4(B1) �6 ' A E III 1.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 11'11-7/8" 1�5-9/16"i Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.009 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.017 E 999 240 B 553 /- /- /331 /245 /104 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.004 E - - D 450 /- /- /237 /187 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.008 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.350 D Brg Width=3.9 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&D are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.711 Bearings B&D require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.085 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:44.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 417 -614 Lumber B-C 412 -613 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Purlins B-E 483 -274 E-D 483 -274 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. BC 120 0.15 11.79 Apply purlins to any chords above or below fillers C-E 222 0 at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2502 CRMSCMB3L15X10 B04 GABL 1 1 F III 1.5X E D 12 �3X4 C 6 ro - 00 v n J (a) io io K 3X4(A1)B �4X6 G 43%i 6" 1 A I H 1113X6 SEAT PLATE REQ. SEAT PLATE REQ. 11'11-7/8" 1�5-9/1 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.100 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.173 E 822 240 B 1151 /- /- /641 /549 /814 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.054 E - - H 1013 /- /- /515 /710 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.081 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 q Max TC CSI: 0632 H Brg Width=3.9 Min Req= 1.5 . Load Duration:1.25 BCDL:4.2 psf Bearings B&H are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.988 Bearings B&H require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.911 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:74.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 82 0 D-E 177 -314 Lumber B-C 290 -1288 E-F 266 -232 C-D 56 -293 Top chord:2x4 SP M-30; Bot chord:2x4 SP#2; Webs:2x4 SP#3;W2 2x4 SP#2;W3 2x6 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-I 993 -793 I-H 992 -794 (a)Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply(Ibs) Plating Notes Webs Tens.Comp. Webs Tens. Comp. All plates are 1.5X3 except as noted. I-C 219 0 K-G 1022 -1275 Purlins C-J 1005 -1244 G-F 292 -346 J-K 960 -1198 G-H 769 -974 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Gable Forces Per Ply(Ibs) BC 74 0.15 11.99 Gables Tens.Comp. Gables Tens. Comp. Apply purlins to any chords above or below fillers D-J 93 93 E-K 159 173 at 24"OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for gable wind bracing and other requirements. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2503 CRMSCMB3L15X10 B05 MONO 2 1 III 1.5X3 D 12 3X4 C 6 ro 4 n io io 2X4(A1)B 4-3%i6.' 1 A F E III 1.5X3 1113X6(R) SEAT PLATE REQ. SEAT PLATE REQ. 11'11-7/8" 1�5-9/1 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.011 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.020 F 999 240 B 557 /- /- /363 /76 /242 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.005 E - - E 446 /- /- /299 /157 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.009 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.569 E Brg Width=3.9 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.417 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.444 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:61.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 60 -105 Lumber B-C 140 -625 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp. Purlins B-F 496 -399 F-E 493 -401 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. BC 120 0.15 11.99 Apply purlins to any chords above or below fillers F-C 238 0 D-E 171 -135 at 24"OC unless shown otherwise above. C-E 461 -567 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2515 CRMSCMB3L15X10 C01 GABL 1 1 46# 26# 26# 26# 26# 26# 26# 26# 46# d i d d d d d i .2'0-3/8"»{ -9'8" i9'8" F=4X4 T E 103)�6 12 6 D H T 3X66 g D - =3X6(A1)B 3=3X6(A1) A L K 1 =6X6 SEAT PLATE REQ. SEAT PLATE REQ. 19'4" 12 /4 �-2'0-3/8"t 2'0-3/8" 2'��2' 17 1/4" 1'7-1/4"i`2­-�-2' 2'0-3/8" 59# 25# 25# 25# 25# 25# 2. 25# 59# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.084 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.165 E 999 240 B 1736 /- /- /- /445 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.031 L - - J 1736 /- /- /- /445 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.060 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 2.0 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 q Max TC CSI: 0580 J Brg Width=8.0 Min Req= 2.0 . Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.984 Bearings B&J require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.618 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any Wgt:124.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 82 -25 F-G 371 -1835 Lumber Wind B-C 657 -2747 G-H 381 -1898 C-D 483 -2385 H-1 483 -2384 Top chord:2x4 SP#2; Wind loads and reactions based on MWFRS. D-E 381 -1898 1-J 657 -2747 Bot chord:2x4 SP M-30; Wind loading based on both gable and hip roof types. E-F 371 -1835 J-K 82 -25 Webs:2x4 SP#3; Additional Notes Special Loads Maximum Bot Chord Forces Per Ply(Ibs) (Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) See Al Std Detail for gable wind bracing and other Chords Tens.Comp. Chords Tens. Comp. requirements. TC:From 62 pIf at -1.46 to 62 pIf at 2.03 TC:From 31 pIf at 2.03 to 31 pIf at 17.30 B-L 2350 -554 L-J 2350 -554 TC:From 62 pIf at 17.30 to 62 pIf at 20.80 BC:From 7 plf at 0.00 to 7 pIf at 19.33 Maximum Web Forces Per Ply(Ibs) TC: 46 lb Conic.Load at 2.03,17.30 Webs Tens.Comp. Webs Tens. Comp. TC: 26 lb Conic.Load at 4.06,6.06,8.06,9.67 11.27,13.27,15.27 C-M 131 -275 L-R 233 -1112 BC: 59 lb Conic.Load at 2.03,17.30 D-N 118 -543 Q-L 1161 -226 BC: 25 lb Conic.Load at 4.06,6.06,8.06,9.67 M-O 131 -274 Q-R 202 -148 11.27,13.27,15.27 N-0 117 -537 R-S 232 -781 Plating Notes O-P 232 -781 S-T 117 -537 P-L 233 -1112 S-U 131 -275 All plates are 1.5X3 except as noted. P-Q 202 -148 T-H 118 -542 Purlins F-Q 1158 -226 U-1 131 -276 In lieu of structural panels or rigid ceiling use purlins Maximum Gable Forces Per Ply(Ibs) to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Gables Tens.Comp. Gables Tens. Comp. BC 115 0.15 19.19 M-N 1 -13 R-G 60 -294 Apply purlins to any chords above or below fillers E-P 60 -294 T-U 2 -14 at 24"OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2504 CRMSCMB3L15X10 CO2 COMN 3 1 9,6„ 9,$„ D=4X4 12 c_5 1111.5X3 C E III 1.5X3 N � in �A 3X4(A1)B F=3X4(A1) 4-3 L16.. A G I H 3X4 =5X6 SEAT PLATE REQ. SEAT PLATE REQ. 19'4" 49/q �I9�iq Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.043 1 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.081 1 999 240 B 825 /- /- /473 /360 /170 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.016 C - - F 825 /- /- /473 /360 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.029 C Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.332 F Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&F are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.983 Bearings B&F require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.259 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:93.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 D-E 697 -1305 Lumber B-C 573 -1319 E-F 575 -1318 C-D 696 -1307 F-G 39 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-I 1131 -407 H-F 1130 -413 In lieu of structural panels or rigid ceiling use purlins I-H 708 -193 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 115 0.15 19.19 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24"OC unless shown otherwise above. C-1 265 -254 D-H 545 -264 Wind I-D 551 -262 H-E 265 -254 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2519 CRMSCMB3L15X10 CO3 GABL 1 1 19' 6'11-1/2" 3=4X4 I K j3X4 R G A =3X3(R) T 2 y3X8 E P rs.Ie _ 6 T C 1114X6(R) N M \ /3X6Q (a) 1113X6 - u Y C =4X6 V X2 1 =3X4(Ai)B T A S R Q P =3X4=3X6 =3X4 1113X6(R) SEAT PLATE REQ. SEA ZP�JE REQ. 19' 6'9-1/4" I' 1161 19, + 6'11-1/2" T 2611-1/2" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.072 K 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.137 K 594 240 B 810 /- /- /486 /163 /294 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.050 K - - P 717 /- /- /503 /537 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.094 K O 433 /- /- /640 /331 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE M 255 /- /- /239 /98 /- NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.262 Wind reactions based on MWFRS Load Duration:1.25 BCDL:4.2 psf B Brg Width=8.0 Min Req= 1.5 Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.995 P Brg Width=8.0 Min Req= 1.5 C&C Dist a:3.00 ft Max Web CSI: 0.391 0 Brg Width=3.5 Min Req= 1.5 Loc.from endwall:not in 9.00 Wgt:191.8 Ibs M Brg Width=3.5 Min Req= 1.5 GCpi:0.18 Bearings B,P,O,&M are a rigid surface. Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Bearings B&P require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Top chord:2x4 SP M-30;T1 2x4 SP#2; Chords Tens.Comp. Chords Tens. Comp. Bot chord:2x4 SP#2;Webs:2x4 SP#3;W5 2x4 SP#2;W8 2x4 SP A-B 39 0 G-H 188 303 M-30; B-C 339 -1282 H-I 188 -87 Bracing C-D 448 -1271 1-J 182 -73 (a)Continuous lateral restraint equally spaced on D-E 459 -1177 J-K 166 -43 member. E-F 161 -383 K-L 97 -81 F-G 161 -338 Plating Notes All plates are 1.5X3 except as noted. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-S 1099 -543 Q-P 375 -192 In lieu of structural panels or rigid ceiling use purlins S-R 675 -380 O-N 202 -211 to laterally brace chords as follows: R-Q 675 -380 N-M 53 -51 Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.15 18.71 BC 75 19.19 25.96 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24"OC unless shown otherwise above. C-S 215 -258 Y-Z 306 -649 Loading S-E 545 -192 Z-P 373 -763 Gable end supports 8"max rake overhang.Top chord E-T 79 -138 P-O 397 -433 must not be cut or notched. E-Q 257 -399 O-J 4 -158 T-U 73 -127 O-AA 57 -70 Wind U-V 87 -147 AA-AB 40 -46 Wind loads based on MWFRS with additional C&C V-X 75 -132 AB-L 51 -56 member design. H-W 265 -580 L-M 192 -175 Wind loading based on both gable and hip roof types. X-Z 83 -139 Right bottom chord exposed to wind. Maximum Gable Forces Per Ply(Ibs) Additional Notes Gables Tens.Comp. Gables Tens. Comp. See Al Std Detail for gable wind bracing and other F-T 29 -21 W-1 68 -94 requirements. G-U 36 -47 X-Y 21 -18 Q-V 470 -104 AA-K 163 -164 V-H 478 -128 AB-N 158 -98 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2522 CRMSCMB3L15X10 C04 SPEC 2 1 19' 6'11-1/2' F=4X4 /3X4 E Gk4X4 T 12 6 p 15X12 Q (a) I 1114X6(R) R 111.5X4 111.5X3 C =3X4(A1)B A 1 M L K J 3X4=3X6 =3X4 113X6(R) SEAT PLATE REQ. SEAT REQ. 19' 6'9-1/4" 11'5-9/i 6" 19, + 6'11-1/2' 25'11-1/2" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.038 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.071 M 999 240 B 810 /- /- /486 /161 /294 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.014 F - - J 803 /- /- /491 /660 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.028 I - - I 491 /- /- /760 /429 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE H 258 /- /- /238 /98 /- NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.865 Wind reactions based on MWFRS Load Duration:1.25 BCDL:4.2 psf B Brg Width=8.0 Min Req= 1.5 Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.975 J Brg Width=8.0 Min Req= 1.5 C&C Dist a:3.00 ft Max Web CSI: 0.492 I Brg Width=3.5 Min Req= 1.5 Loc.from endwall:not in 9.00 Wgt:155.4 Ibs H Brg Width=3.5 Min Req= 1.5 GCpi:0.18 Bearings B,J,I,&H are a rigid surface. Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Bearings B&J require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Top chord:2x4 SP#2; Chords Tens.Comp. Chords Tens. Comp. Bot chord:2x4 SP#2;Webs:2x4 SP#3; A-B 39 0 D-E 203 431 B-C 353 -1281 E-F 171 -91 Bracing C-D 456 -1268 F-G 125 -104 (a)Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-M 1097 -541 K-J 302 -151 In lieu of structural panels or rigid ceiling use purlins M-L 682 -383 1-H 236 -258 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) L-K 682 -383 BC 117 0.15 18.71 BC 75 19.19 25.96 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24"OC unless shown otherwise above. C-M 212 -255 J-I 520 -509 Loading M-D 540 -187 1-F 92 -300 Truss passed check for 20 psf additional bottom chord D-K 312 -502 1-G 69 -80 live load in areas with 42"-high x 24"-wide clearance. K-E 513 -138 G-H 176 -218 E-J 339 -704 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2537 CRMSCMB3L15X10 D01 HIPS 1 1 202# 127# 127# 202# i 5'0-3/8" 'i 5' sZ5X6 C=5X6 D T 12 T 6 F7- I M � 6 1 -4X4(A2)B E=4X4(A2) P 431�6" A H G F 11 1111.5X3 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. 15' �lg�iq 5'0-3/8"��2'0-3/8"+1/21 2'0-3/8" 186# 77# 77# 186# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.054 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.096 G 999 240 B 1157 /- /- /- /699 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.026 G - - E 1157 /- /- /- /699 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.042 G Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 g q E Br Width=8.0 Min Req 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.824 Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.964 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.114 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:67.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 -25 D-E 1253 -1953 Lumber B-C 1254 -1958 E-F 39 -25 C-D 1098 -1724 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B-H 1694 -1084 G-E 1690 -1083 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) H-G 1710 -1091 TC:From 62 plf at -1.46 to 62 plf at 5.00 TC:From 31 plf at 5.00 to 31 plf at 10.00 TC:From 62 plf at 10.00 to 62 plf at 16.46 Maximum Web Forces Per Ply(Ibs) BC:From 14 plf at 0.00 to 14 plf at 5.03 Webs Tens.Comp. Webs Tens. Comp. BC:From 7 plf at 5.03 to 7 plf at 9.97 BC:From 14 plf at 9.97 to 14 plf at 15.00 C-H 294 -122 G-D 299 -126 TC: 202 lb Conc.Load at 5.03,9.97 C-G 16 -8 TC: 127 lb Conc.Load at 7.06,7.94 BC: 186 lb Conc.Load at 5.03,9.97 BC: 77 lb Conc.Load at 7.06,7.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) TC 24 5.00 10.00 BC 62 0.15 14.85 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2507 CRMSCMB3L15X10 E01 COMN 1 1 4'8" 4'8" D=4X4 T 12 6 T M III 1.5X3 C E III 1.5X3 CV Zv' III 1.5X3 B F III 1.5X3 Se) 1 Cl)3/ 10-3/i6" A G 1 L K J I H 11 III 1.5X3 III 1.5X3 III 1.5X3 III 1.5X3 III 1.5X3 6-11 1�5 9/16"+ 9,4„ +1'5-9/16 i Loading Criteria(psf) Wind Criteria Code/Misc Criteria Deft/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.034 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.063 D 999 240 K 466 /- /- /405 /190 /103 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.025 E - - I 467 /- /- /302 /104 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.051 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE K Br Width=3.5 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.391 I Brg Width=3.5 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings K&I are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:>2h Max BC CSI: 0.319 C&C Dist a:3.00 ft Max Web CSI: 0.134 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:49.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 A-B 39 0 D-E 138 -118 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 B-C 55 -79 E-F 54 -83 Lumber C-D 169 -118 F-G 39 0 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Webs:2x4 SP#3;W2 2x6 SP#2; Chords Tens.Comp. Chords Tens. Comp. Purlins L-K 112 -16 J-1 138 -69 K-J 138 -69 1-H 127 -63 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) BC 75 0.00 9.33 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. B-L 141 -90 1-E 299 -258 C-K 287 -258 F-H 106 -90 Wind D-J 131 -99 Wind loads based on MWFRS with additional C&C member design. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2513 CRMSCMB3L15X10 HJ2 HIP 2 1 -25# 1'3-11/16" 12 C 4.24 T T 0 2X4(A1)B r` `o A a-1° 1 A D SEAT PLATE REQ. 1-11-13/16" 1 2'9-3/16" �-1'5-1/2"-{ 10# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL):NA B 139 /- /- /- /115 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.001 D D 34 /-5 /- /- /18 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 D C 20 /-17 /- /- /34 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.103 B Brg Width=10.6 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.050 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:12.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -13 B-C 21 -11 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Special Loads Chords Tens.Comp. ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) B-D 0 0 TC:From 0 plf at -1.98 to 61 plf at -0.10 TC:From 2 plf at -0.10 to 2 plf at 2.77 BC:From 2 plf at 0.00 to 2 plf at 2.77 TC: -25 lb Conc.Load at 1.46 BC: 10 lb Conc.Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2534 CRMSCMB3L15X10 HJ5 HIP 2 1 -25# 129#? 2'8-11/16" C T 12 I I 4.24 p izz io o> (V r l � 2X4(A1)B M 4_16" A D SEAT PLATE REQ. 7'0-1/8" f-1'5-1/2"-t-2'9-15/16" 86# 10# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL):NA B 245 /- /- /- /204 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.018 D D 108 /- /- /- /45 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.020 D C 74 /- /- /- /69 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.563 B Brg Width=10.6 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.435 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:25.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -13 B-C 48 -23 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Special Loads Chords Tens.Comp. ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) B-D 0 0 TC:From -0 plf at -1.98 to 61 plf at -0.10 TC:From 2 plf at -0.10 to 2 plf at 7.01 BC:From 2 plf at 0.00 to 2 plf at 7.01 TC: -25 lb Conc.Load at 1.46 TC: 129 lb Conc.Load at 4.29 BC: 10 lb Conic.Load at 1.46 BC: 86 lb Conic.Load at 4.29 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) BC 75 0.15 7.01 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2508 CRMSCMB3L15X10 J1 JACK 4 1 12 C 6 2M(A1) B T 10-3/16" CU LO 4-3/�16" �j 1 A D SEAT PLATE REQ. 1'5-9/16" 1' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 218 /- /- /196 /709 /250 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.002 D D 5 /-14 /- /75 /17 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.002 D C - /-40 /- /167 /50 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.408 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.053 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:5.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 75 -33 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2531 CRMSCMB3L15X10 J1P JACK 4 1 12 C 6 2M(A1) B T 10-3/16" CU LO 4-3/�16" �j 1 A D SEAT PLATE REQ. 1'5-9/16" 1' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 218 /- /- /206 /116 /57 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.000 D D 5 /-14 /- /16 /9 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.000 D C - /-40 /- /41 /54 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.283 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.038 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:5.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 62 -33 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 1.00 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2510 CRMSCMB3L15X10 J2 EJAC 9 1 C 12 6 2X4(A1) B C LO 4-3/�16" 7 A D SEAT PLATE REQ. 1'5-9/16" 2' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 209 /- /- /170 /93 /83 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D D 25 /- /- /17 /5 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 D C 26 /- /- /20 /26 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.283 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.058 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:8.4 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 12 -40 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.15 2.00 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 252s CRMSCMB3L15X10 J3P JACK 4 1 C 12 T 6 CD M Cp 2X4(A1) B LO 4-3" N A D SEAT PLATE REQ. 1'5-9/16" m I a 3' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 233 /- /- /215 /98 /109 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.000 D D 43 /- /- /58 /30 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 D C 64 /- /- /37 /55 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.287 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.057 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:11.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 29 -82 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 04/07/2021 2512 CRMSCMB3L15X10 J5P EJAC 4 1 C 12 M (O In CV 2X4(A1)B 4-3„ A D SEAT PLATE REQ. 1'5-9/1 6" N IN 5' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 299 /- /- /276 /114 /161 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.004 D D 77 /- /- /110 /58 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.008 D C 127 /- /- /81 /105 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.379 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.228 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:18.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 57 -129 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Panay Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4 88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01 .0 CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B &C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131"O TOE NAILS AT TOP CHORD & (3) 0.131"O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING X (3) 0.131"0 TOE NAILS AT Q TOP CHORD & BOTTOM CHORD. p ATTACH CORNER JACKS USING (2) 0.131"0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH,ASCE 7-10, EXP. B &C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD X Q ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131"0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: xi • 2X4: (2) 0.131"0 TOE NAILS • 2X6: (3) 0.131"0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S \ RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH USSSES @ (4) - 16d NAILS, AND ATTACHED TO TR US O.C. BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. _ 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 772-409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM ;r „,:�,; .;w. {,;• : , s :.•,, THE BRACING OF THE GABLE ENDS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. GABLE TRUSS METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d • (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • • BRACING METHODS SHOWN ON PAGE 1 ARE VALID f AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS N THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTUAN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 12/23/19 PIGGY-BACK TRUSS STDTL04.1 _ PIGGY-BACK DETAIL(TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.=5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: ROOFSE 4451 ST. S TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY 45 LUCIE LUCIE l3LVO. FORT PIERCE,FL 34946 BRACED BY SHEATHING AND/OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL 772-409-1010 PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24"O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS." OPTION #1:TEE-LOK MULTI-USE PIGGY-BACK TRUSS. (REFER CONNECTION PLATE. TO ACTUAL TRUSS DESIGN OPTION #2:APA RATED GUSSET. DRAWINGS FOR ADDITIONAL OPTION #3:2X4 VERT.SCAB. INFORMATION.) ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN &CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" PURLINS SPACED ACCORDING MAX TO MAX.SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" OPTION NO. 1 -TEE-LOK O.C. & PURLINS TO BE LOCATED 3"x 8"TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT JOINT OF EACH BASE TRUSS. AT 4'-0"O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0"O.C.STAGGERED FROM **IMPORTANT NOTE** EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES 6d (1.5"X 0.099") NAILS IN EACH PLATE TO ACHEIVE SPACED AT 24"O.C.OR LESS. MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3"X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8"x 8"x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0"O.C.w/8 (EACH) 6d COMMON (0.1 13"x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD &4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0"O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0"O.C.w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0"O.C. FRONT TO BACK FACES. Rama Pr#8Kristam,P.E. 8 906 MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3"X 0.131"=10d _ 2. WOOD SCREW=4.5"SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE TO BASE TRUSSES AS PER DETAIL"A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE A-1 ROOF TRUSSES INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 O 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS, R GIRDER TRUSS ---i -- ——— -- -- � ii II 4 4 u n u u u u i� 11 i ' it II N ii ii ,I it n ry ry n n u u it i I u n u u II it ij i u 1 u u i i li li BASE TRUSSES VALLEY TRUSS (TYPICAL) 1 P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS SEE DETAIL"A" BELOW(TYP.) TRUSS CRITERIA: 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: 170 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24"O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412(1/4"X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3"X 0.131"=10d 2. WOOD SCREW=3"SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL „A„ 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS,OR GIRDER TRUSS ---I -- --- -- II II II II II II II II II II II II II II II II II II II II I I II II II II II II II II II II I II II I II II II II II II II �I jl II II II II II II II II I I II II II II II II II II II j II II II II II II II I I II II II II II II I I II II II Ij II II II II II II II II II II li II VALLEY TRUSS it BASE TRUSSES (TYPICAL) II GABLE END,COMMON TRUSS,OR GIRDER -LL p �2 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL"A" BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF SYP TO THE ROOF W/TWO MAX SPACING=24"O.C.(BASE AND VALLEY) SIMPSON SDS25300(1/4"X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 HIGH WIND VELOCITY NOTE:VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED BOTTOM CHORD BOTTOM CHORD 0 0 000 00 0 0 FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12(MAXIMUM 12/12 PITCH) Rama Pmav Kriatam, E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. (4) - 16d NAILS16d NAILS VERTICAL SPACED 6' O.C. STUD (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST,LUCIE BLVD. L HORIZONTAL FORT PIERCE,FL 34946 NAILED TO 772-409-1010 ERTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - 10d NAILS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN FIRSTAS NOTED. A Q VARIES TO COMMON TRUSS THE TOENAILWBLOCK NGE TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS A (4) 8d NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK * DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. NAILS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. 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. / 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 3 / TRUSSES @ 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUOS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5)B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE IOd NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16"O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP#2 12"O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP#2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP#2 24"O.C. 1 3-1-4 1 3-11-3 1 6-2-9 1 9-3-13 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 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 MAX MEAN ROOF HEIGHT=30 FEET Fort Pierce,FL 34946 EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17,2017 T-BRACE / I-BRACE DETAIL STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST,LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF k LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING k _A2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE k• WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -, AND GRADE (OR BETTER) AS WEB MEMBER. k } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE Rama Pranav Kristam,P.E. SECTION D E T A I L S51 St.Lucie$906 Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 OSTRONGBACKO IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. 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 A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST LUCIE BLVD. FORT PIERCL,FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) — 10d 3 NAILS (0.131' X ') BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) — lod NAILS (0.131' (0.216' OIA.) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) — 10d SCAB WITH (3) — 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' — 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) .:`°i:x!'Ci� "�i;T'As�•,.n;�`y}� ;a s%c .'s:%'3.. �.+.`'='.h•'.'1`>` - !�+ .= THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' — 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) — 10d NAILS (0.131' X 30) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' — 0' AND FASTEN WITH (12) — 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY RamaPranavKristam,P.E. WHEN STRONGBACK I S NOT ALIGNED WITH A VERTICAL). 4451 St.Lucie B#88 B06 lvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 n .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z .131 75.9 69.5 60.3 59.0 51.1 0 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X6) 4 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30° TO 60° 30" TO 60° 30° TO 60° 45.00' 45.00' 45.00' Ram ranav Kristam,P.E. 88906 \451 St.Luc Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TDE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 z 131 59 46 32 30 20 = O J .135 60 48 33 30 20 A-1 ROOF TRUSSES Ln 4451 ST LUCIE BLVD. ( ) .162 72 58 39 37 25 FORT PIERCE,FL 34946 772409-1010 J 2 .128 54 42 28 27 19 Z LD z OJ .131 55 43 29 28 19 W J .148 62 48 34 31 21 __1 N Q � Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 .148 57 44 31 28 20 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LEIS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ►+* USE (3) TOE-NAILS ON 2X4 BEARING WALL + * USE (4) TOE-NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30° TOP PLATE OF WALL /X74--Il' FOR ' NAIL 1-1/1 .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL Rama Pranav Kristam,P.E. #88906 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES FORT PIERCE,IF B34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-107 29'-0" Mean Height, Exp. B, C or D. Q \AO 2 � 2� 2x4 SP No. 2 (Min) o° o° o° o° 1 .5x4 2x2 SP No. 3 1 .5x4 Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT SIMPSON H5 GIRDER Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 15% LOAD DURATION OF NAILS EACH X SIDE OF BREAK (INCHES) SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451ST LUCIE BLVD. 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34946 772409-1010 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 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' 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 BREAK } <�yQl 3� • 10d NAILS NEAR SIDE �ZtJ +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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 S' 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 APPLYING 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. Rama Pranav Kristam,P.E. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID #88906 LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 4451 St.Lucie Blvd,Suite 201 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Fort Pierce,FL 34946 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C. 2. THE ENO 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 (L) (2.0 x L) 24"MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 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 Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946