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HomeMy WebLinkAboutAPPROVED Kelly-sealed drawings2**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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. 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 75 0.00 32.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING! CSI EXCEEDS 1.00 (1.07) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1558 /- /- /1110 /513 /384 J 1558 /- /- /1110 /513 /- Wind reactions based on MWFRS N Brg Width = 7.6 Min Req = 1.8 J Brg Width = 7.6 Min Req = 1.8 Bearings N & J are a rigid surface. Bearings N & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 0 B - C 534 -299 C - D 720 -1259 D - E 760 -1213 Chords Tens. Comp. E - F 760 -1213 F - G 720 -1259 G - H 534 -299 H - I 7 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 392 -334 N - M 1254 -473 M - L 1255 -472 Chords Tens. Comp. L - K 1255 -473 K - J 1254 -475 J - H 392 -334 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - C 1115 -2049 C - M 269 0 C - L 393 -403 E - L 605 -316 Webs Tens. Comp. L - G 393 -404 K - G 269 0 G - J 1115 -2049 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.12 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.25 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 L 999 360 VERT(CL): 0.106 L 999 240 HORZ(LL): 0.023 J - - HORZ(TL): 0.056 J - - Creep Factor: 2.0 Max TC CSI: 1.074 Max BC CSI: 0.673 Max Web CSI: 0.654 Wgt: 179.9 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS A Truss Type COMN Qty 5 Ply 1 2507 03/26/2021 WARNING! CSI EXCEEDS 1.00 (1.07) 2'3"28'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 16'3"16'3" 32'6"3"3" 4"59'10"19'10"8(a) (a)(a) (a) AB C D E F G H I JKLMN 7 12 3X4(A1) 3X4 4X10 1.5X3 3X6 4X6(R) 5X8 3X6 1.5X3 4X10 3X4 3X4(A1) **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. 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 75 0.00 32.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING! CSI EXCEEDS 1.00 (1.07) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL N 1558 /- /- /1110 /513 /384 J 1558 /- /- /1110 /513 /- Wind reactions based on MWFRS N Brg Width = 7.6 Min Req = 1.8 J Brg Width = 7.6 Min Req = 1.8 Bearings N & J are a rigid surface. Bearings N & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 0 B - C 534 -299 C - D 720 -1259 D - E 760 -1213 Chords Tens. Comp. E - F 760 -1213 F - G 720 -1259 G - H 534 -299 H - I 7 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 392 -334 N - M 1254 -473 M - L 1255 -472 Chords Tens. Comp. L - K 1255 -473 K - J 1254 -475 J - H 392 -334 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. N - C 1115 -2049 C - M 269 0 C - L 393 -403 E - L 605 -316 Webs Tens. Comp. L - G 393 -404 K - G 269 0 G - J 1115 -2049 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.12 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.25 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.045 L 999 360 VERT(CL): 0.106 L 999 240 HORZ(LL): 0.023 J - - HORZ(TL): 0.056 J - - Creep Factor: 2.0 Max TC CSI: 1.074 Max BC CSI: 0.673 Max Web CSI: 0.654 Wgt: 179.9 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS A Truss Type COMN Qty 5 Ply 1 2507 03/26/2021 WARNING! CSI EXCEEDS 1.00 (1.07) 2'3"28'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 16'3"16'3" 32'6"3"3" 4"59'10"19'10"8(a) (a)(a) (a) AB C D E F G H I JKLMN 7 12 3X4(A1) 3X4 4X10 1.5X3 3X6 4X6(R) 5X8 3X6 1.5X3 4X10 3X4 3X4(A1) **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (!!) PLATE FAILED ENGINEERING CHECKS. DO NOT BUILD. (++) - This plate works for both joints covered. 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 107 10.89 18.89 BC 75 18.89 32.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING! CSI EXCEEDS 1.00 (1.71) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1584 /- /- /1136 /500 /385 J 1570 /- /- /1125 /511 /- Wind reactions based on MWFRS O Brg Width = 7.6 Min Req = 1.9 J Brg Width = 7.6 Min Req = 1.9 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 0 B - C 699 -419 C - D 1377 -3668 D - E 1417 -3614 Chords Tens. Comp. E - F 762 -1272 F - G 722 -1397 G - H 430 -257 H - I 7 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - O 495 -466 O - N 2736 -1039 N - M 3050 -1157 M - L 1287 -218 Chords Tens. Comp. L - K 1213 -512 K - J 1211 -514 J - H 303 -271 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - C 1974 -4155 C - M 466 0 M - E 2754 -776 E - L 187 -312 Webs Tens. Comp. L - G 367 -285 K - G 222 0 G - J 1097 -2033 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.12 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.25 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.225 M 999 360 VERT(CL): 0.539 M 608 240 HORZ(LL): 0.197 J - - HORZ(TL): 0.475 J - - Creep Factor: 2.0 Max TC CSI: 1.714 Max BC CSI: 1.070 Max Web CSI: 1.092 Wgt: 175.0 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS B Truss Type COMN Qty 5 Ply 1 2498 03/26/2021 WARNING! CSI EXCEEDS 1.00 (1.71) 2'3"28'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 16'3"16'3" 2'10"10 8'8'13'7"63"3" 32'6" 4"54'9'10"19'10"8(a) (a) (a) (a) (a) AB C D E F G H I JKL M NO 7 12 6 12 3X4(A1) 4X8 (++) 4X6(!!) 3X6 5X8(R)(!!) 10X10(R1)(!!) 5X6 4X6 1.5X3 4X10 3X4 3X4(A1) **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (!!) PLATE FAILED ENGINEERING CHECKS. DO NOT BUILD. (++) - This plate works for both joints covered. 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 107 10.89 18.89 BC 75 18.89 32.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes WARNING! CSI EXCEEDS 1.00 (1.71) Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL O 1584 /- /- /1136 /500 /385 J 1570 /- /- /1125 /511 /- Wind reactions based on MWFRS O Brg Width = 7.6 Min Req = 1.9 J Brg Width = 7.6 Min Req = 1.9 Bearings O & J are a rigid surface. Bearings O & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 0 B - C 699 -419 C - D 1377 -3668 D - E 1417 -3614 Chords Tens. Comp. E - F 762 -1272 F - G 722 -1397 G - H 430 -257 H - I 7 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - O 495 -466 O - N 2736 -1039 N - M 3050 -1157 M - L 1287 -218 Chords Tens. Comp. L - K 1213 -512 K - J 1211 -514 J - H 303 -271 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. O - C 1974 -4155 C - M 466 0 M - E 2754 -776 E - L 187 -312 Webs Tens. Comp. L - G 367 -285 K - G 222 0 G - J 1097 -2033 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 16.12 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.25 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.225 M 999 360 VERT(CL): 0.539 M 608 240 HORZ(LL): 0.197 J - - HORZ(TL): 0.475 J - - Creep Factor: 2.0 Max TC CSI: 1.714 Max BC CSI: 1.070 Max Web CSI: 1.092 Wgt: 175.0 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS B Truss Type COMN Qty 5 Ply 1 2498 03/26/2021 WARNING! CSI EXCEEDS 1.00 (1.71) 2'3"28'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 16'3"16'3" 2'10"10 8'8'13'7"63"3" 32'6" 4"54'9'10"19'10"8(a) (a) (a) (a) (a) AB C D E F G H I JKL M NO 7 12 6 12 3X4(A1) 4X8 (++) 4X6(!!) 3X6 5X8(R)(!!) 10X10(R1)(!!) 5X6 4X6 1.5X3 4X10 3X4 3X4(A1) **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. 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 75 0.00 26.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes (G1) Gusset Plates are 5/8" APA RATED SHEATHING, 32/16, EXP 1 or 2. Apply gusset to each face of truss and attach with evenly distributed 0.131"x3" Nails specified in circles. Hatched lines indicate portions on gussets protruding outside of the perimeter of the truss that may be trimmed flush with the truss profile. Minimum Nail/Screw Spacing Requirements Based on ANSI/AF&PA NDS-2001: End Distance 2-1/8" Edge Distance 3/4" Spacing Between Rows 3/4" Spacing in a Row 2-1/8" Maximum Number of Rows for Member Size: 2x4 3 Rows Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1275 /- /- /923 /411 /310 H 1275 /- /- /923 /411 /- Wind reactions based on MWFRS K Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 -1 B - C 467 -330 C - D 662 -1042 Chords Tens. Comp. D - E 662 -1042 E - F 467 -330 F - G 7 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 393 -297 K - J 860 -342 J - I 683 -90 Chords Tens. Comp. I - H 860 -333 H - F 393 -297 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - C 971 -1560 C - J 300 -162 J - D 290 -175 Webs Tens. Comp. D - I 290 -175 I - E 300 -163 E - H 971 -1560 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.24 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 I 999 360 VERT(CL): 0.055 I 999 240 HORZ(LL): 0.012 H - - HORZ(TL): 0.028 H - - Creep Factor: 2.0 Max TC CSI: 0.728 Max BC CSI: 0.473 Max Web CSI: 0.389 Wgt: 140.7 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS C REPAIR Truss Type COMN Qty 4 Ply 1 2468 03/31/2021 2'3"22'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 13'3"13'3" 26'6"3"3" 4"58'1"18'1"8(a)(a) A B C D E F G HIJK 7 12 2X4(A1) 3X4 16X24X5/8"(G1) 12X12X5/8"(G1) 4X6(R) 3X4 4X4 3X4 2X4(A1) 11 3 11 3 3 3 **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. 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 75 0.00 26.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1275 /- /- /923 /411 /310 H 1275 /- /- /923 /411 /- Wind reactions based on MWFRS K Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 -1 B - C 467 -330 C - D 662 -1042 Chords Tens. Comp. D - E 662 -1042 E - F 467 -330 F - G 7 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 393 -297 K - J 860 -342 J - I 683 -90 Chords Tens. Comp. I - H 860 -333 H - F 393 -297 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - C 971 -1560 C - J 300 -162 J - D 290 -175 Webs Tens. Comp. D - I 290 -175 I - E 300 -163 E - H 971 -1560 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.24 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 I 999 360 VERT(CL): 0.055 I 999 240 HORZ(LL): 0.012 H - - HORZ(TL): 0.028 H - - Creep Factor: 2.0 Max TC CSI: 0.728 Max BC CSI: 0.473 Max Web CSI: 0.389 Wgt: 140.7 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS C Truss Type COMN Qty 4 Ply 1 2491 03/26/2021 2'3"22'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 13'3"13'3" 26'6"3"3" 4"58'1"18'1"8(a)(a) A B C D E F G HIJK 7 12 2X4(A1) 3X4 4X4 3X4 4X6(R) 3X4 4X4 3X4 2X4(A1) **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 engineering 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 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 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 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 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. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. 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 75 0.00 26.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL K 1275 /- /- /923 /411 /310 H 1275 /- /- /923 /411 /- Wind reactions based on MWFRS K Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.5 Bearings K & H are a rigid surface. Bearings K & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 7 -1 B - C 467 -330 C - D 662 -1042 Chords Tens. Comp. D - E 662 -1042 E - F 467 -330 F - G 7 -1 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 393 -297 K - J 860 -342 J - I 683 -90 Chords Tens. Comp. I - H 860 -333 H - F 393 -297 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. K - C 971 -1560 C - J 300 -162 J - D 290 -175 Webs Tens. Comp. D - I 290 -175 I - E 300 -163 E - H 971 -1560 Loading Criteria (psf) TCLL: 20.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 45.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.24 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 I 999 360 VERT(CL): 0.055 I 999 240 HORZ(LL): 0.012 H - - HORZ(TL): 0.028 H - - Creep Factor: 2.0 Max TC CSI: 0.728 Max BC CSI: 0.473 Max Web CSI: 0.389 Wgt: 140.7 lbs VIEW Ver: 20.02.01A.1209.11 Job WHE10202 Truss TRS C Truss Type COMN Qty 4 Ply 1 2491 03/26/2021 2'3"22'2'3" SEAT PLATE REQ.SEAT PLATE REQ. 13'3"13'3" 26'6"3"3" 4"58'1"18'1"8(a)(a) A B C D E F G HIJK 7 12 2X4(A1) 3X4 4X4 3X4 4X6(R) 3X4 4X4 3X4 2X4(A1)