Loading...
HomeMy WebLinkAboutAPPROVED, Truss Engineering- 408 Seafoam CIrcle Lot 35Lumber 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 CRMSBM1674B2 Page 1 of 2 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block:Model: BERMUDA 1674 Subdivision: Address: MORNINGSIDE, FORT PIERCE 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 38 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 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. The truss drawing(s) referenced have been prepared by Alpine Engineered Products, Inc. under my direct supervision based on the parameters provided by A-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, per ANSI/TPI-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 [A1 Roof Trusses or specific 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 for the 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 their written 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 No.Seq #Truss Name Date 1 2531 A01 3/16/21 2 2500 A02 3/16/21 3 2501 A03 3/16/21 4 2502 A04 3/16/21 5 2503 A06 3/16/21 6 2504 A07 3/16/21 7 2505 A08 3/16/21 8 2506 A09 3/16/21 9 2507 A10 3/16/21 10 2508 A11 3/16/21 11 2509 A12 3/16/21 12 2536 A13 3/16/21 No.Seq #Truss Name Date 13 2510 B01 3/16/21 14 2511 B02 3/16/21 15 2512 B03 3/16/21 16 2513 B04 3/16/21 17 2576 B05 3/16/21 18 2514 B06 3/16/21 19 2538 C01 3/16/21 20 2515 C02 3/16/21 21 2516 CJ1 3/16/21 22 2517 CJ1A 3/16/21 23 2518 CJ3 3/16/21 24 2519 CJ3A 3/16/21 No.Seq #Truss Name Date 25 2520 CJ5 3/16/21 26 2532 HJ3 3/16/21 27 2533 HJ7 3/16/21 28 2534 HJ7S 3/16/21 29 2535 HJB1 3/16/21 30 2522 J3 3/16/21 31 2523 J34 3/16/21 32 2524 J3GE 3/16/21 33 2525 J7 3/16/21 34 2526 J7C 3/16/21 35 2527 VM02 3/16/21 36 2528 VM04 3/16/21 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 CRMSBM1674B2 Page 2 of 2 No.Seq #Truss Name Date 37 2529 VM05 3/16/21 38 2530 VM06 3/16/21 39 STDL01 STD. DETAIL 3/16/21 40 STDL02 STD. DETAIL 3/16/21 41 STDL03 STD. DETAIL 3/16/21 42 STDL04 STD. DETAIL 3/16/21 43 STDL05 STD. DETAIL 3/16/21 44 STDL06 STD. DETAIL 3/16/21 45 STDL07 STD. DETAIL 3/16/21 46 STDL08 STD. DETAIL 3/16/21 47 STDL09 STD. DETAIL 3/16/21 48 STDL10 STD. DETAIL 3/16/21 49 STDL11 STD. DETAIL 3/16/21 50 STDL12 STD. DETAIL 3/16/21 51 STDL13 STD. DETAIL 3/16/21 52 STDL14 STD. DETAIL 3/16/21 53 STDL15 STD. DETAIL 3/16/21 54 STDL16 STD. DETAIL 3/16/21 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 M-30 T3,T4,T6 2x4 SP #2; Bot chord 2x4 SP #2 Webs 2x4 SP #3 W7,W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -3.97 to 62 plf at 8.55 TC: From 31 plf at 8.55 to 31 plf at 15.03 TC: From 62 plf at 15.03 to 62 plf at 36.70 BC: From 14 plf at 0.00 to 14 plf at 8.40 BC: From 7 plf at 8.40 to 7 plf at 15.62 BC: From 14 plf at 15.62 to 14 plf at 35.36 TC: 83 lb Conc. Load at 8.64,10.64,12.64,14.64 BC: 51 lb Conc. Load at 8.64,10.64,12.64,14.64 Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 3.81 26.02 BC 97 0.20 8.25 BC 36 8.25 15.67 BC 75 15.77 35.22 Apply purlins to any chords above or below fillers 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. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Bearing Block(s) Brg blocks:0.131"x3", min. nails brg x-loc #blocks length/blk #nails/blk wall plate 2 18.000' 1 18" 12 Rigid Surface Brg block to be same size and species as chord. Refer to drawing CNNAILSP1014 for more information. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AS 916 /- /- /- /442 /13 Y 5335 /- /- /- /1241 /- S 992 /- /- /- /374 /- Wind reactions based on MWFRS AS Brg Width = 7.6 Min Req = 1.5 Y Brg Width = 7.6 Min Req = - S Brg Width = 7.6 Min Req = 1.5 Bearings AS, Y, & S are a rigid surface. Bearings AS, Y, & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. B - C 2851 -863 C - D 1483 -2032 A - B 75 -16 B -AS 2057 -2141 D - E 1729 -584 E - F 1759 -517 F - G 1762 -439 G - H 1807 -379 H - I 1787 -299 I - J 1795 -271 Chords Tens. Comp. J - K 1955 -296 K - L 1996 -337 L - M 1994 -378 M - N 1992 -453 N - O 2040 -540 O - P 1918 -544 P - Q 1962 -600 Q - R 301 -455 R - S 357 -983 S - T 75 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. C -AC 934 -147 AC-AB 130 -25 AA- Z 304 -103 Z - X 1165 -3265 Chords Tens. Comp. Y - W 45 -185 W - V 364 -259 V - U 364 -259 U - S 724 -172 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D -AC 108 -147 D -AD 1036 -3158 D -AA 771 -187 AC-AA 816 -128 AD-AE 1039 -3169 AA-AB 62 0 AA-AH 1548 -400 AE-AA 220 -608 AE-AF 1050 -3227 AF-AG 1054 -3240 AG-AH 1056 -3247 AH- Z 371 -1382 AH-AI 627 -1594 Z -AL 3727 -972 Webs Tens. Comp. J -AL 314 -1861 AL- X 953 -4243 AL-AN 1631 -292 AM- K 83 -268 X - Y 1240 -5318 X -AP 1162 -3459 X - W 263 -337 AN-AO 1634 -293 AO- M 136 -376 AO-AP 1640 -294 AP- W 315 -50 AP-AQ 866 -1629 W - Q 48 -448 AQ-AR 862 -1617 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.179 E 999 360 VERT(CL): 0.367 E 601 240 HORZ(LL): 0.080 F - - HORZ(TL): 0.165 F - - Creep Factor: 2.0 Max TC CSI: 0.830 Max BC CSI: 0.986 Max Web CSI: 0.841 Wgt: 315.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A01 Truss Type GABL Qty 1 Ply 1 2531 03/16/2021 BL1 4'5"318'3"13 19'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 6'5"6 10"8 20'8"4 9'11"14 11'0"6 7'2"12 19'8"141'4"1'4" 38' 1'4" 4"3 18'6"10 9'9"9'8"610'6"34'6"152'4"3'11'1"2(a) (a) (a) A B C D E F G H I J K L M N OP Q R S T UVW X Y Z AAABAC ADAE AF AGAH AIAJ AK AL AM AN AO AP AQ AR AS 6 12 6X8 3X4 3X10 2X4(R) 3X4 5X14 3X4 6X8 5X6 4X4 4X10 3X6 5X6(R) 10X14 7X8 6X8 3X10 3X8 4X6 3X6 3X4 6X8 3X6(A1) 8'7"10 51# 83# 2' 51# 83# 2' 51# 83# 2' 51# 83# 20'8"12 **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 M-30 T3,T4,T6 2x4 SP #2; Bot chord 2x4 SP #2 Webs 2x4 SP #3 W7,W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -3.97 to 62 plf at 8.55 TC: From 31 plf at 8.55 to 31 plf at 15.03 TC: From 62 plf at 15.03 to 62 plf at 36.70 BC: From 14 plf at 0.00 to 14 plf at 8.40 BC: From 7 plf at 8.40 to 7 plf at 15.62 BC: From 14 plf at 15.62 to 14 plf at 35.36 TC: 83 lb Conc. Load at 8.64,10.64,12.64,14.64 BC: 51 lb Conc. Load at 8.64,10.64,12.64,14.64 Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 3.81 26.02 BC 97 0.20 8.25 BC 36 8.25 15.67 BC 75 15.77 35.22 Apply purlins to any chords above or below fillers 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. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Bearing Block(s) Brg blocks:0.131"x3", min. nails brg x-loc #blocks length/blk #nails/blk wall plate 2 18.000' 1 18" 12 Rigid Surface Brg block to be same size and species as chord. Refer to drawing CNNAILSP1014 for more information. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AS 916 /- /- /- /442 /13 Y 5335 /- /- /- /1241 /- S 992 /- /- /- /374 /- Wind reactions based on MWFRS AS Brg Width = 7.6 Min Req = 1.5 Y Brg Width = 7.6 Min Req = - S Brg Width = 7.6 Min Req = 1.5 Bearings AS, Y, & S are a rigid surface. Bearings AS, Y, & S require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. B - C 2851 -863 C - D 1483 -2032 A - B 75 -16 B -AS 2057 -2141 D - E 1729 -584 E - F 1759 -517 F - G 1762 -439 G - H 1807 -379 H - I 1787 -299 I - J 1795 -271 Chords Tens. Comp. J - K 1955 -296 K - L 1996 -337 L - M 1994 -378 M - N 1992 -453 N - O 2040 -540 O - P 1918 -544 P - Q 1962 -600 Q - R 301 -455 R - S 357 -983 S - T 75 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. C -AC 934 -147 AC-AB 130 -25 AA- Z 304 -103 Z - X 1165 -3265 Chords Tens. Comp. Y - W 45 -185 W - V 364 -259 V - U 364 -259 U - S 724 -172 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. D -AC 108 -147 D -AD 1036 -3158 D -AA 771 -187 AC-AA 816 -128 AD-AE 1039 -3169 AA-AB 62 0 AA-AH 1548 -400 AE-AA 220 -608 AE-AF 1050 -3227 AF-AG 1054 -3240 AG-AH 1056 -3247 AH- Z 371 -1382 AH-AI 627 -1594 Z -AL 3727 -972 Webs Tens. Comp. J -AL 314 -1861 AL- X 953 -4243 AL-AN 1631 -292 AM- K 83 -268 X - Y 1240 -5318 X -AP 1162 -3459 X - W 263 -337 AN-AO 1634 -293 AO- M 136 -376 AO-AP 1640 -294 AP- W 315 -50 AP-AQ 866 -1629 W - Q 48 -448 AQ-AR 862 -1617 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.179 E 999 360 VERT(CL): 0.367 E 601 240 HORZ(LL): 0.080 F - - HORZ(TL): 0.165 F - - Creep Factor: 2.0 Max TC CSI: 0.830 Max BC CSI: 0.986 Max Web CSI: 0.841 Wgt: 315.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A01 Truss Type GABL Qty 1 Ply 1 2531 03/16/2021 BL1 4'5"318'3"13 19'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 6'5"6 10"8 20'8"4 9'11"14 11'0"6 7'2"12 19'8"141'4"1'4" 38' 1'4" 4"3 18'6"10 9'9"9'8"610'6"34'6"152'4"3'11'1"2(a) (a) (a) A B C D E F G H I J K L M N OP Q R S T UVW X Y Z AAABAC ADAE AF AGAH AIAJ AK AL AM AN AO AP AQ AR AS 6 12 6X8 3X4 3X10 2X4(R) 3X4 5X14 3X4 6X8 5X6 4X4 4X10 3X6 5X6(R) 10X14 7X8 6X8 3X10 3X8 4X6 3X6 3X4 6X8 3X6(A1) 8'7"10 51# 83# 2' 51# 83# 2' 51# 83# 2' 51# 83# 20'8"12 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 AI-AJ 629 -1602 AJ-AK 629 -1602 AK-AL 629 -1604 AR- Q 859 -1610 U - Q 599 -227 U - R 294 -690 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. E -AD 107 -292 F -AF 150 -444 G -AG 100 -356 H -AI 147 -514 Gables Tens. Comp. I -AK 27 -148 AN- L 54 -173 AQ- N 177 -488 AR- P 69 -187 Truss A01 Truss Type GABL Qty 1 Ply 1 2531 03/16/2021 **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. Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x4 SP M-30 B2 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 120 0.11 15.85 BC 118 15.83 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /373 /290 H 1512 /- /- /900 /374 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.8 Bearings A & H are a rigid surface. Bearings A & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 298 -622 B - C 793 -2818 C - D 665 -1995 D - E 766 -2015 Chords Tens. Comp. E - F 700 -2141 F - G 714 -2322 G - H 786 -2660 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 2594 -547 N - L 2592 -542 M - K 19 -1 Chords Tens. Comp. K - J 19 -1 J - H 2310 -598 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 214 -20 C - L 377 -1045 D - L 1488 -539 L - M 120 0 L - E 170 -125 Webs Tens. Comp. L - F 219 -318 L - J 2133 -460 F - J 93 -207 J - G 236 -400 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft 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): 0.350 C 999 360 VERT(CL): 0.656 C 680 240 HORZ(LL): 0.237 J - - HORZ(TL): 0.445 J - - Creep Factor: 2.0 Max TC CSI: 0.594 Max BC CSI: 0.969 Max Web CSI: 0.813 Wgt: 224.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A02 Truss Type COMN Qty 2 Ply 1 2500 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 18'4"10 19'7"6 1'4" 1'4" 4"3 2'4"10'6"311'1"2(a) A B C D E F G H I JK L M N 6 12 5X8(B10R) 5X10(R) 1.5X4 5X8(R) 10X14 2X4 1.5X4 5X6 3X6 5X14 1.5X4 3X6(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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x4 SP M-30 B2 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 120 0.11 15.85 BC 118 15.83 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /373 /290 H 1512 /- /- /900 /374 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 H Brg Width = 7.6 Min Req = 1.8 Bearings A & H are a rigid surface. Bearings A & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 298 -622 B - C 793 -2818 C - D 665 -1995 D - E 766 -2015 Chords Tens. Comp. E - F 700 -2141 F - G 714 -2322 G - H 786 -2660 H - I 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 2594 -547 N - L 2592 -542 M - K 19 -1 Chords Tens. Comp. K - J 19 -1 J - H 2310 -598 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 214 -20 C - L 377 -1045 D - L 1488 -539 L - M 120 0 L - E 170 -125 Webs Tens. Comp. L - F 219 -318 L - J 2133 -460 F - J 93 -207 J - G 236 -400 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 ft Loc. from endwall: not in 4.50 ft 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): 0.350 C 999 360 VERT(CL): 0.656 C 680 240 HORZ(LL): 0.237 J - - HORZ(TL): 0.445 J - - Creep Factor: 2.0 Max TC CSI: 0.594 Max BC CSI: 0.969 Max Web CSI: 0.813 Wgt: 224.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A02 Truss Type COMN Qty 2 Ply 1 2500 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 18'4"10 19'7"6 1'4" 1'4" 4"3 2'4"10'6"311'1"2(a) A B C D E F G H I JK L M N 6 12 5X8(B10R) 5X10(R) 1.5X4 5X8(R) 10X14 2X4 1.5X4 5X6 3X6 5X14 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 B4 2x4 SP M-30; 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 104 0.15 10.89 BC 92 10.90 18.55 BC 118 18.53 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1530 /- /- /871 /375 /313 K 1530 /- /- /908 /378 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 K Brg Width = 7.6 Min Req = 1.8 Bearings B & K are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 761 -2722 C - D 838 -2932 D - E 847 -2850 E - F 666 -2001 F - G 769 -2054 Chords Tens. Comp. G - H 711 -2185 H - I 724 -2270 I - J 709 -2361 J - K 795 -2698 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2362 -539 S - R 55 -21 Q - O 2571 -529 Chords Tens. Comp. P - N 16 -3 N - M 16 -3 M - K 2344 -604 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 172 -473 C - Q 227 0 S - Q 2357 -527 Q - R 76 0 Q - E 554 -74 E - O 354 -997 F - O 1446 -512 Webs Tens. Comp. O - P 120 0 O - G 161 -161 O - H 219 -318 O - M 2171 -465 H - M 93 -210 M - J 234 -397 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.205 G 999 360 VERT(CL): 0.386 G 999 240 HORZ(LL): 0.099 M - - HORZ(TL): 0.187 M - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.992 Max Web CSI: 0.898 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A03 Truss Type COMN Qty 1 Ply 1 2501 03/16/2021 38' 17'8"20'4" 11'0"6 7'4"4 19'7"61'4"1'4" 1'4" 4"3 2'4"10'6"311'1"2(a) A B C D E F G H I J K L MN O P Q RS 6 12 3X6(A1) 3X4 5X8(R) 3X6 5X8 1.5X4 3X4 5X6 5X14 2X4 1.5X4 3X4 3X6 5X14 3X6 1.5X4 3X6(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 B4 2x4 SP M-30; 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 104 0.15 10.89 BC 92 10.90 18.55 BC 118 18.53 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1530 /- /- /871 /375 /313 K 1530 /- /- /908 /378 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 K Brg Width = 7.6 Min Req = 1.8 Bearings B & K are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 761 -2722 C - D 838 -2932 D - E 847 -2850 E - F 666 -2001 F - G 769 -2054 Chords Tens. Comp. G - H 711 -2185 H - I 724 -2270 I - J 709 -2361 J - K 795 -2698 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2362 -539 S - R 55 -21 Q - O 2571 -529 Chords Tens. Comp. P - N 16 -3 N - M 16 -3 M - K 2344 -604 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 172 -473 C - Q 227 0 S - Q 2357 -527 Q - R 76 0 Q - E 554 -74 E - O 354 -997 F - O 1446 -512 Webs Tens. Comp. O - P 120 0 O - G 161 -161 O - H 219 -318 O - M 2171 -465 H - M 93 -210 M - J 234 -397 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.205 G 999 360 VERT(CL): 0.386 G 999 240 HORZ(LL): 0.099 M - - HORZ(TL): 0.187 M - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.992 Max Web CSI: 0.898 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A03 Truss Type COMN Qty 1 Ply 1 2501 03/16/2021 38' 17'8"20'4" 11'0"6 7'4"4 19'7"61'4"1'4" 1'4" 4"3 2'4"10'6"311'1"2(a) A B C D E F G H I J K L MN O P Q RS 6 12 3X6(A1) 3X4 5X8(R) 3X6 5X8 1.5X4 3X4 5X6 5X14 2X4 1.5X4 3X4 3X6 5X14 3X6 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 B2,B4 2x4 SP M-30; 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 101 0.15 18.54 BC 118 18.53 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1527 /- /- /870 /374 /313 I 1527 /- /- /908 /378 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 I Brg Width = 7.6 Min Req = 1.8 Bearings B & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 780 -2709 C - D 739 -2455 D - E 666 -1851 E - F 627 -1579 Chords Tens. Comp. F - G 664 -1905 G - H 721 -2373 H - I 798 -2708 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2358 -558 Q - P 2000 -413 P - O 2000 -413 O - M 1499 -201 Chords Tens. Comp. N - L 106 -29 L - K 106 -29 K - I 2355 -610 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 188 -315 Q - D 398 -30 D - O 256 -595 E - O 835 -286 M - N 125 0 Webs Tens. Comp. M - F 336 -107 M - G 279 -584 M - K 1939 -414 G - K 252 -23 K - H 230 -390 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.256 M 999 360 VERT(CL): 0.482 M 938 240 HORZ(LL): 0.089 K - - HORZ(TL): 0.168 K - - Creep Factor: 2.0 Max TC CSI: 0.868 Max BC CSI: 0.984 Max Web CSI: 0.739 Wgt: 219.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A04 Truss Type COMN Qty 1 Ply 1 2502 03/16/2021 38' 17'8"20'4" 18'4"10 19'7"61'4"1'4" 1'4" 4"310'6"311'1"2(a)(a) A B C D E F G H I J KL M N OPQ 6 12 3X6(A1) 1.5X4 3X4 5X6 3X6 5X6(R) 3X4 5X8 2X4 1.5X4 5X6 3X6 7X8 1.5X4 3X6(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 B2,B4 2x4 SP M-30; 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 101 0.15 18.54 BC 118 18.53 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1527 /- /- /870 /374 /313 I 1527 /- /- /908 /378 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 I Brg Width = 7.6 Min Req = 1.8 Bearings B & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 780 -2709 C - D 739 -2455 D - E 666 -1851 E - F 627 -1579 Chords Tens. Comp. F - G 664 -1905 G - H 721 -2373 H - I 798 -2708 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2358 -558 Q - P 2000 -413 P - O 2000 -413 O - M 1499 -201 Chords Tens. Comp. N - L 106 -29 L - K 106 -29 K - I 2355 -610 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 188 -315 Q - D 398 -30 D - O 256 -595 E - O 835 -286 M - N 125 0 Webs Tens. Comp. M - F 336 -107 M - G 279 -584 M - K 1939 -414 G - K 252 -23 K - H 230 -390 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.256 M 999 360 VERT(CL): 0.482 M 938 240 HORZ(LL): 0.089 K - - HORZ(TL): 0.168 K - - Creep Factor: 2.0 Max TC CSI: 0.868 Max BC CSI: 0.984 Max Web CSI: 0.739 Wgt: 219.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A04 Truss Type COMN Qty 1 Ply 1 2502 03/16/2021 38' 17'8"20'4" 18'4"10 19'7"61'4"1'4" 1'4" 4"310'6"311'1"2(a)(a) A B C D E F G H I J KL M N OPQ 6 12 3X6(A1) 1.5X4 3X4 5X6 3X6 5X6(R) 3X4 5X8 2X4 1.5X4 5X6 3X6 7X8 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x6 SP #2 B3,B4 2x4 SP #2; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Tray Scab(s) (2) 2x8x9-3-5 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131"x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (4), heel: (6), 1st panel point: (2). 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 116 0.28 15.84 BC 98 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /373 /290 J 1512 /- /- /900 /374 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 J Brg Width = 7.6 Min Req = 1.8 Bearings A & J are a rigid surface. Bearings A & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 300 -622 B - C 914 -3263 C - D 835 -2810 D - E 665 -2010 E - F 756 -2007 Chords Tens. Comp. F - G 706 -2168 G - H 687 -1963 H - I 685 -2135 I - J 752 -2663 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 3167 -714 T - S 3157 -711 S - R 3157 -711 R - Q 2498 -519 Q - O 2480 -510 Chords Tens. Comp. P - N 18 -3 N - M 2302 -568 M - L 2302 -568 L - J 2304 -566 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 70 -158 C - R 240 -768 D - R 440 -34 D - O 340 -892 Q - U 35 0 U - V 17 -6 E - O 1365 -490 O - V 118 0 Webs Tens. Comp. O - F 156 -94 O - G 228 -175 O - N 1983 -411 V - P 83 0 G - N 124 -447 N - I 217 -545 I - L 217 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.213 O 999 360 VERT(CL): 0.399 O 999 240 HORZ(LL): 0.137 L - - HORZ(TL): 0.256 L - - Creep Factor: 2.0 Max TC CSI: 0.469 Max BC CSI: 0.985 Max Web CSI: 0.756 Wgt: 316.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A06 Truss Type COMN Qty 12 Ply 1 2503 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 15'8"2 19'7"82'8"6 1'4" 1'4" 4"3 2'4"10'6"311'1"2(a)(a) A B C D E F G H I J K LMN O P QRSTU V 6 12 4X12(B10R) 1.5X4 3X4 5X6 5X10(R) 3X4(**)1.5X4 1.5X4 5X6(R) 10X14 3X4 2X4 1.5X4 3X4 4X10 3X6 3X6 3X4 1.5X4 3X6(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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x6 SP #2 B3,B4 2x4 SP #2; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Tray Scab(s) (2) 2x8x9-3-5 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131"x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (4), heel: (6), 1st panel point: (2). 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 116 0.28 15.84 BC 98 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /373 /290 J 1512 /- /- /900 /374 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 J Brg Width = 7.6 Min Req = 1.8 Bearings A & J are a rigid surface. Bearings A & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 300 -622 B - C 914 -3263 C - D 835 -2810 D - E 665 -2010 E - F 756 -2007 Chords Tens. Comp. F - G 706 -2168 G - H 687 -1963 H - I 685 -2135 I - J 752 -2663 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 3167 -714 T - S 3157 -711 S - R 3157 -711 R - Q 2498 -519 Q - O 2480 -510 Chords Tens. Comp. P - N 18 -3 N - M 2302 -568 M - L 2302 -568 L - J 2304 -566 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 70 -158 C - R 240 -768 D - R 440 -34 D - O 340 -892 Q - U 35 0 U - V 17 -6 E - O 1365 -490 O - V 118 0 Webs Tens. Comp. O - F 156 -94 O - G 228 -175 O - N 1983 -411 V - P 83 0 G - N 124 -447 N - I 217 -545 I - L 217 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.213 O 999 360 VERT(CL): 0.399 O 999 240 HORZ(LL): 0.137 L - - HORZ(TL): 0.256 L - - Creep Factor: 2.0 Max TC CSI: 0.469 Max BC CSI: 0.985 Max Web CSI: 0.756 Wgt: 316.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A06 Truss Type COMN Qty 12 Ply 1 2503 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"20'4" 15'8"2 19'7"82'8"6 1'4" 1'4" 4"3 2'4"10'6"311'1"2(a)(a) A B C D E F G H I J K LMN O P QRSTU V 6 12 4X12(B10R) 1.5X4 3X4 5X6 5X10(R) 3X4(**)1.5X4 1.5X4 5X6(R) 10X14 3X4 2X4 1.5X4 3X4 4X10 3X6 3X6 3X4 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x4 SP #2 B2,B3 2x4 SP M-30; Webs 2x4 SP #3 W6 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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) TC 24 13.63 16.30 BC 120 0.11 16.19 BC 30 13.63 16.18 BC 120 15.68 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /126 /272 I 1512 /- /- /900 /126 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 314 -622 B - C 882 -2794 C - D 807 -2178 D - E 754 -1845 E - F 785 -2148 Chords Tens. Comp. F - G 761 -2052 G - H 754 -2186 H - I 819 -2673 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2570 -636 W - V 2566 -631 V - T 2566 -631 U - Q 107 -30 T - S 1842 -344 S - N 1763 -335 Chords Tens. Comp. R - P 39 -4 Q - O 68 -27 P - M 76 -18 M - L 2314 -635 L - K 2314 -635 K - I 2315 -633 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 197 -7 C - T 360 -937 U - S 87 -17 D - T 639 -206 R - Q 260 -135 O - P 172 -243 N - O 102 -51 Webs Tens. Comp. N - E 793 -208 N - F 241 -242 N - M 1964 -483 F - M 139 -385 M - H 195 -495 H - K 201 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.370 N 999 360 VERT(CL): 0.693 N 644 240 HORZ(LL): 0.255 K - - HORZ(TL): 0.478 K - - Creep Factor: 2.0 Max TC CSI: 0.696 Max BC CSI: 0.894 Max Web CSI: 0.913 Wgt: 230.3 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A07 Truss Type COMN Qty 1 Ply 1 2504 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 16'4"2'8"19' 16'4"2'0"8 19'7"8 1'4" 1'4" 4"3 2'4"9'10"310'5"2(a) A B C D E F G H I J KLM NO P Q R STUVW 6 12 4X10(B10R) 5X10(R) 1.5X4 4X6 5X6(R) 1.5X4 3X6 2X4(**) 5X8 1.5X4 5X6 4X10 3X6 3X6 1.5X4 3X6(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 T1 2x8 SP 2400f-1.8E; T2 2x6 SP #2; Bot chord 2x4 SP #2 B2,B3 2x4 SP M-30; Webs 2x4 SP #3 W6 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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) TC 24 13.63 16.30 BC 120 0.11 16.19 BC 30 13.63 16.18 BC 120 15.68 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /770 /126 /272 I 1512 /- /- /900 /126 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 314 -622 B - C 882 -2794 C - D 807 -2178 D - E 754 -1845 E - F 785 -2148 Chords Tens. Comp. F - G 761 -2052 G - H 754 -2186 H - I 819 -2673 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2570 -636 W - V 2566 -631 V - T 2566 -631 U - Q 107 -30 T - S 1842 -344 S - N 1763 -335 Chords Tens. Comp. R - P 39 -4 Q - O 68 -27 P - M 76 -18 M - L 2314 -635 L - K 2314 -635 K - I 2315 -633 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 197 -7 C - T 360 -937 U - S 87 -17 D - T 639 -206 R - Q 260 -135 O - P 172 -243 N - O 102 -51 Webs Tens. Comp. N - E 793 -208 N - F 241 -242 N - M 1964 -483 F - M 139 -385 M - H 195 -495 H - K 201 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.370 N 999 360 VERT(CL): 0.693 N 644 240 HORZ(LL): 0.255 K - - HORZ(TL): 0.478 K - - Creep Factor: 2.0 Max TC CSI: 0.696 Max BC CSI: 0.894 Max Web CSI: 0.913 Wgt: 230.3 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A07 Truss Type COMN Qty 1 Ply 1 2504 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 16'4"2'8"19' 16'4"2'0"8 19'7"8 1'4" 1'4" 4"3 2'4"9'10"310'5"2(a) A B C D E F G H I J KLM NO P Q R STUVW 6 12 4X10(B10R) 5X10(R) 1.5X4 4X6 5X6(R) 1.5X4 3X6 2X4(**) 5X8 1.5X4 5X6 4X10 3X6 3X6 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 M-30 T1 2x8 SP 2400f-1.8E; T3 2x6 SP #2; T4 2x4 SP #2; Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 11.63 18.30 BC 120 0.11 15.82 BC 26 13.63 15.82 BC 120 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /767 /128 /244 I 1512 /- /- /898 /160 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 336 -622 B - C 989 -2738 C - D 981 -2341 D - E 978 -2207 E - F 976 -2201 Chords Tens. Comp. F - G 811 -1867 G - H 779 -1884 H - I 912 -2589 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 2504 -729 U - T 2503 -724 T - S 2503 -724 S - Q 1977 -530 R - O 34 -14 Chords Tens. Comp. Q - N 1947 -515 P - M 37 -14 M - L 2217 -695 L - K 2217 -695 K - I 2220 -693 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - U 226 0 C - S 301 -814 S - D 549 -187 D - N 499 -180 R - Q 45 0 E - N 138 -144 N - O 18 -9 Webs Tens. Comp. N - F 1568 -474 N - M 2178 -596 O - P 0 -9 F - M 327 -1068 M - H 297 -739 H - K 302 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.359 U 999 360 VERT(CL): 0.672 U 664 240 HORZ(LL): 0.265 K - - HORZ(TL): 0.497 K - - Creep Factor: 2.0 Max TC CSI: 0.744 Max BC CSI: 0.877 Max Web CSI: 0.830 Wgt: 241.5 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A08 Truss Type COMN Qty 1 Ply 1 2505 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 14'4"6'8"17' 16'4"2'0"8 19'7"8 1'4" 1'4" 4"3 2'4"8'10"39'5"2(a) (a) A B C D E F G H I J KLM N O P QRSTU 6 12 4X10(B10R) 5X10(R) 4X6 3X4 5X8(R) 8X10 3X4 2X4 5X8(R) 6X8 3X6 3X6 3X4 4X4(A2) **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 M-30 T1 2x8 SP 2400f-1.8E; T3 2x6 SP #2; T4 2x4 SP #2; Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 11.63 18.30 BC 120 0.11 15.82 BC 26 13.63 15.82 BC 120 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /767 /128 /244 I 1512 /- /- /898 /160 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 336 -622 B - C 989 -2738 C - D 981 -2341 D - E 978 -2207 E - F 976 -2201 Chords Tens. Comp. F - G 811 -1867 G - H 779 -1884 H - I 912 -2589 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 2504 -729 U - T 2503 -724 T - S 2503 -724 S - Q 1977 -530 R - O 34 -14 Chords Tens. Comp. Q - N 1947 -515 P - M 37 -14 M - L 2217 -695 L - K 2217 -695 K - I 2220 -693 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - U 226 0 C - S 301 -814 S - D 549 -187 D - N 499 -180 R - Q 45 0 E - N 138 -144 N - O 18 -9 Webs Tens. Comp. N - F 1568 -474 N - M 2178 -596 O - P 0 -9 F - M 327 -1068 M - H 297 -739 H - K 302 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.359 U 999 360 VERT(CL): 0.672 U 664 240 HORZ(LL): 0.265 K - - HORZ(TL): 0.497 K - - Creep Factor: 2.0 Max TC CSI: 0.744 Max BC CSI: 0.877 Max Web CSI: 0.830 Wgt: 241.5 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A08 Truss Type COMN Qty 1 Ply 1 2505 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 14'4"6'8"17' 16'4"2'0"8 19'7"8 1'4" 1'4" 4"3 2'4"8'10"39'5"2(a) (a) A B C D E F G H I J KLM N O P QRSTU 6 12 4X10(B10R) 5X10(R) 4X6 3X4 5X8(R) 8X10 3X4 2X4 5X8(R) 6X8 3X6 3X6 3X4 4X4(A2) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T1 2x8 SP 2400f-1.8E; Bot chord 2x4 SP #2 B1 2x4 SP M-30; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Tray Scab(s) (2) 2x8x9-4-12 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131"x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (4), heel: (6), 1st panel point: (2). 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) TC 24 9.63 20.30 BC 120 0.11 15.82 BC 26 13.63 15.82 BC 120 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /759 /132 /217 I 1512 /- /- /892 /175 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 359 -622 B - C 1308 -3201 C - D 1138 -2569 D - E 1254 -2618 E - F 1250 -2610 Chords Tens. Comp. F - G 934 -1978 G - H 908 -2005 H - I 1027 -2630 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 3071 -1105 T - S 3064 -1102 S - Q 2240 -754 R - O 41 -23 Q - N 2200 -730 Chords Tens. Comp. P - M 40 -20 M - L 2264 -808 L - K 2264 -808 K - I 2266 -806 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 111 -122 C - S 382 -904 D - S 435 -83 D - N 600 -264 R - Q 44 0 E - N 271 -287 O - P 47 0 Webs Tens. Comp. N - O 74 0 N - M 1898 -632 N - F 1394 -568 M - F 240 -547 M - H 269 -653 H - K 264 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.235 E 999 360 VERT(CL): 0.439 E 999 240 HORZ(LL): 0.144 K - - HORZ(TL): 0.269 K - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.670 Max Web CSI: 0.723 Wgt: 280.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A09 Truss Type COMN Qty 1 Ply 1 2506 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 12'4"10'8"15' 13'7"10 2'0"8 19'7"82'8"6 1'4" 1'4" 4"3 2'4"7'10"38'5"2(a)A B C D E F G H I J KLM NO P QRST 6 12 5X8(B10R) 3X4 7X8 3X4 6X8 3X4 4X10 5X8 3X6 3X6 3X4 4X4(A2) **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 T1 2x8 SP 2400f-1.8E; Bot chord 2x4 SP #2 B1 2x4 SP M-30; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X4 except as noted. Tray Scab(s) (2) 2x8x9-4-12 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: 0.131"x3", min. nails @ 8" oc, Plus additional nail clusters at: BRG.: (4), heel: (6), 1st panel point: (2). 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) TC 24 9.63 20.30 BC 120 0.11 15.82 BC 26 13.63 15.82 BC 120 15.82 35.16 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 1431 /- /- /759 /132 /217 I 1512 /- /- /892 /175 /- Wind reactions based on MWFRS A Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.8 Bearings A & I are a rigid surface. Bearings A & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 359 -622 B - C 1308 -3201 C - D 1138 -2569 D - E 1254 -2618 E - F 1250 -2610 Chords Tens. Comp. F - G 934 -1978 G - H 908 -2005 H - I 1027 -2630 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 3071 -1105 T - S 3064 -1102 S - Q 2240 -754 R - O 41 -23 Q - N 2200 -730 Chords Tens. Comp. P - M 40 -20 M - L 2264 -808 L - K 2264 -808 K - I 2266 -806 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. T - C 111 -122 C - S 382 -904 D - S 435 -83 D - N 600 -264 R - Q 44 0 E - N 271 -287 O - P 47 0 Webs Tens. Comp. N - O 74 0 N - M 1898 -632 N - F 1394 -568 M - F 240 -547 M - H 269 -653 H - K 264 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.235 E 999 360 VERT(CL): 0.439 E 999 240 HORZ(LL): 0.144 K - - HORZ(TL): 0.269 K - - Creep Factor: 2.0 Max TC CSI: 0.678 Max BC CSI: 0.670 Max Web CSI: 0.723 Wgt: 280.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A09 Truss Type COMN Qty 1 Ply 1 2506 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 12'4"10'8"15' 13'7"10 2'0"8 19'7"82'8"6 1'4" 1'4" 4"3 2'4"7'10"38'5"2(a)A B C D E F G H I J KLM NO P QRST 6 12 5X8(B10R) 3X4 7X8 3X4 6X8 3X4 4X10 5X8 3X6 3X6 3X4 4X4(A2) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T2 2x4 SP M-30; Bot chord 2x4 SP #2 B1 2x4 SP M-30; Webs 2x4 SP #3 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) TC 24 10.33 25.00 BC 120 0.15 18.52 BC 96 18.52 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1530 /- /- /851 /383 /212 I 1530 /- /- /890 /385 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 I Brg Width = 7.6 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1236 -2710 C - D 1156 -2411 D - E 1432 -2724 E - F 1429 -2716 Chords Tens. Comp. F - G 1076 -2119 G - H 1062 -2192 H - I 1147 -2699 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2357 -967 Q - P 2105 -812 P - N 2107 -812 O - M 34 -16 Chords Tens. Comp. M - L 2334 -925 L - K 2334 -925 K - I 2336 -923 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 177 -286 D - Q 386 0 D - N 727 -446 E - N 421 -485 N - O 89 0 Webs Tens. Comp. N - M 1894 -732 N - F 1062 -563 M - F 121 -79 M - H 221 -517 H - K 208 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.199 E 999 360 VERT(CL): 0.374 E 999 240 HORZ(LL): 0.075 K - - HORZ(TL): 0.142 K - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.972 Max Web CSI: 0.774 Wgt: 205.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A10 Truss Type HIPS Qty 1 Ply 1 2507 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 10'4"14'8"13' 18'4"8 19'7"81'4"1'4" 1'4" 4"36'10"37'5"2A B C D E F G H I J KLM N O PQ 6 12 3X6(A1) 1.5X4 5X8 3X4 3X6 1.5X4 5X8 1.5X4 6X8 5X8 3X6 3X6 3X4 1.5X4 3X6(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 T2 2x4 SP M-30; Bot chord 2x4 SP #2 B1 2x4 SP M-30; Webs 2x4 SP #3 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) TC 24 10.33 25.00 BC 120 0.15 18.52 BC 96 18.52 37.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1530 /- /- /851 /383 /212 I 1530 /- /- /890 /385 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.8 I Brg Width = 7.6 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 1236 -2710 C - D 1156 -2411 D - E 1432 -2724 E - F 1429 -2716 Chords Tens. Comp. F - G 1076 -2119 G - H 1062 -2192 H - I 1147 -2699 I - J 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2357 -967 Q - P 2105 -812 P - N 2107 -812 O - M 34 -16 Chords Tens. Comp. M - L 2334 -925 L - K 2334 -925 K - I 2336 -923 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 177 -286 D - Q 386 0 D - N 727 -446 E - N 421 -485 N - O 89 0 Webs Tens. Comp. N - M 1894 -732 N - F 1062 -563 M - F 121 -79 M - H 221 -517 H - K 208 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft 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): 0.199 E 999 360 VERT(CL): 0.374 E 999 240 HORZ(LL): 0.075 K - - HORZ(TL): 0.142 K - - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.972 Max Web CSI: 0.774 Wgt: 205.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A10 Truss Type HIPS Qty 1 Ply 1 2507 03/16/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 10'4"14'8"13' 18'4"8 19'7"81'4"1'4" 1'4" 4"36'10"37'5"2A B C D E F G H I J KLM N O PQ 6 12 3X6(A1) 1.5X4 5X8 3X4 3X6 1.5X4 5X8 1.5X4 6X8 5X8 3X6 3X6 3X4 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 All plates are 3X4 except as noted. 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) TC 24 8.27 26.94 BC 75 0.00 37.79 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 459 /- /- /423 /160 /186 P 1772 /- /- /985 /405 /- J 934 /- /- /596 /230 /- Wind reactions based on MWFRS R Brg Width = 6.9 Min Req = 1.5 P Brg Width = 7.6 Min Req = 2.1 J Brg Width = 7.6 Min Req = 1.5 Bearings R, P, & J are a rigid surface. Bearings R, P, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 B - C 168 -465 C - D 238 -169 D - E 203 -91 E - F 547 -213 Chords Tens. Comp. F - G 547 -213 G - H 404 -571 H - I 491 -1058 I - J 597 -1421 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 633 -480 Q - P 633 -480 P - O 288 -257 O - N 288 -257 Chords Tens. Comp. N - M 881 -244 M - L 881 -244 L - J 1214 -440 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 241 -392 B - S 355 -97 R - S 473 -435 C - T 224 -316 S - Q 344 -334 S - T 518 -300 S - P 770 -786 D - T 179 -295 T - E 636 -403 Webs Tens. Comp. T - U 300 -286 E - U 591 -803 P - U 1000 -1598 U - G 677 -1239 U - N 826 -396 G - N 273 0 N - H 177 -425 H - L 421 -25 L - I 222 -379 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 ft 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): 0.046 L 999 360 VERT(CL): 0.088 L 999 240 HORZ(LL): 0.015 L - - HORZ(TL): 0.030 L - - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0.838 Max Web CSI: 0.960 Wgt: 253.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A11 Truss Type HIPS Qty 1 Ply 1 2508 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 8'3"4 18'8"11' 37'11"41'4"12 1'4" 1'8"9 4"3 1'4"5'10"36'5"2(a) (a) A B C D E F G H I J K LMNOPQR S T U 6 12 3X6(R) 1.5X4 3X8 1.5X4 5X6 3X8 4X4 5X8 3X6 3X6 3X8 3X6 5X6 1.5X4 3X6(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 All plates are 3X4 except as noted. 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) TC 24 8.27 26.94 BC 75 0.00 37.79 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL R 459 /- /- /423 /160 /186 P 1772 /- /- /985 /405 /- J 934 /- /- /596 /230 /- Wind reactions based on MWFRS R Brg Width = 6.9 Min Req = 1.5 P Brg Width = 7.6 Min Req = 2.1 J Brg Width = 7.6 Min Req = 1.5 Bearings R, P, & J are a rigid surface. Bearings R, P, & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 B - C 168 -465 C - D 238 -169 D - E 203 -91 E - F 547 -213 Chords Tens. Comp. F - G 547 -213 G - H 404 -571 H - I 491 -1058 I - J 597 -1421 J - K 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. R - Q 633 -480 Q - P 633 -480 P - O 288 -257 O - N 288 -257 Chords Tens. Comp. N - M 881 -244 M - L 881 -244 L - J 1214 -440 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - R 241 -392 B - S 355 -97 R - S 473 -435 C - T 224 -316 S - Q 344 -334 S - T 518 -300 S - P 770 -786 D - T 179 -295 T - E 636 -403 Webs Tens. Comp. T - U 300 -286 E - U 591 -803 P - U 1000 -1598 U - G 677 -1239 U - N 826 -396 G - N 273 0 N - H 177 -425 H - L 421 -25 L - I 222 -379 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 ft 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): 0.046 L 999 360 VERT(CL): 0.088 L 999 240 HORZ(LL): 0.015 L - - HORZ(TL): 0.030 L - - Creep Factor: 2.0 Max TC CSI: 0.667 Max BC CSI: 0.838 Max Web CSI: 0.960 Wgt: 253.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A11 Truss Type HIPS Qty 1 Ply 1 2508 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 8'3"4 18'8"11' 37'11"41'4"12 1'4" 1'8"9 4"3 1'4"5'10"36'5"2(a) (a) A B C D E F G H I J K LMNOPQR S T U 6 12 3X6(R) 1.5X4 3X8 1.5X4 5X6 3X8 4X4 5X8 3X6 3X6 3X8 3X6 5X6 1.5X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 All plates are 1.5X4 except as noted. 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) TC 24 6.27 28.94 BC 75 0.00 15.57 BC 75 13.29 30.19 BC 92 30.17 37.79 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 463 /- /- /426 /205 /158 V 1833 /- /- /979 /405 /- K 894 /- /- /560 /231 /- Wind reactions based on MWFRS X Brg Width = 6.9 Min Req = 1.5 V Brg Width = 7.6 Min Req = 2.2 K Brg Width = 7.6 Min Req = 1.5 Bearings X, V, & K are a rigid surface. Bearings X, V, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 B - C 359 -353 C - D 866 -344 D - E 321 -395 E - F 321 -395 F - G 321 -395 Chords Tens. Comp. G - H 664 -1097 H - I 858 -1591 I - J 786 -1623 J - K 636 -1447 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. X - W 181 -144 W - V 46 -81 U - T 542 -817 V - S 8 -15 T - R 542 -832 Chords Tens. Comp. R - Q 1085 -445 Q - P 1085 -445 P - N 1201 -475 O - M 39 -20 M - K 1253 -502 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - X 348 -425 B - W 227 -203 C - W 260 -255 C - U 739 -1047 W - U 381 -244 U - V 1101 -1735 U - D 784 -1240 D - R 1493 -752 T - S 56 -39 E - R 241 -315 Webs Tens. Comp. R - G 449 -869 G - P 240 0 P - H 46 -132 H - N 611 -260 N - O 68 0 N - I 145 -170 N - M 1246 -493 N - J 160 -67 M - J 188 -310 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 ft 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): 0.070 I 999 360 VERT(CL): 0.133 I 999 240 HORZ(LL): 0.023 M - - HORZ(TL): 0.044 M - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.802 Max Web CSI: 0.661 Wgt: 235.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A12 Truss Type HIPS Qty 1 Ply 1 2509 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 6'3"4 22'8"9' 15'6"14 14'5"6 7'11"1'4"12 1'4" 37'11"4 1'8"9 4"3 1'4'10"35'5"2(a) A B C D E F G H I J K L M NOPQR STUVWX 6 12 3X4 3X6 6X8 3X8 5X8 4X4 4X4 4X8 3X6 3X6 3X4 3X4 5X6 5X6 4X4 3X4 3X6(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 All plates are 1.5X4 except as noted. 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) TC 24 6.27 28.94 BC 75 0.00 15.57 BC 75 13.29 30.19 BC 92 30.17 37.79 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL X 463 /- /- /426 /205 /158 V 1833 /- /- /979 /405 /- K 894 /- /- /560 /231 /- Wind reactions based on MWFRS X Brg Width = 6.9 Min Req = 1.5 V Brg Width = 7.6 Min Req = 2.2 K Brg Width = 7.6 Min Req = 1.5 Bearings X, V, & K are a rigid surface. Bearings X, V, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 B - C 359 -353 C - D 866 -344 D - E 321 -395 E - F 321 -395 F - G 321 -395 Chords Tens. Comp. G - H 664 -1097 H - I 858 -1591 I - J 786 -1623 J - K 636 -1447 K - L 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. X - W 181 -144 W - V 46 -81 U - T 542 -817 V - S 8 -15 T - R 542 -832 Chords Tens. Comp. R - Q 1085 -445 Q - P 1085 -445 P - N 1201 -475 O - M 39 -20 M - K 1253 -502 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - X 348 -425 B - W 227 -203 C - W 260 -255 C - U 739 -1047 W - U 381 -244 U - V 1101 -1735 U - D 784 -1240 D - R 1493 -752 T - S 56 -39 E - R 241 -315 Webs Tens. Comp. R - G 449 -869 G - P 240 0 P - H 46 -132 H - N 611 -260 N - O 68 0 N - I 145 -170 N - M 1246 -493 N - J 160 -67 M - J 188 -310 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.79 ft Loc. from endwall: not in 9.00 ft 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): 0.070 I 999 360 VERT(CL): 0.133 I 999 240 HORZ(LL): 0.023 M - - HORZ(TL): 0.044 M - - Creep Factor: 2.0 Max TC CSI: 0.668 Max BC CSI: 0.802 Max Web CSI: 0.661 Wgt: 235.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A12 Truss Type HIPS Qty 1 Ply 1 2509 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 6'3"4 22'8"9' 15'6"14 14'5"6 7'11"1'4"12 1'4" 37'11"4 1'8"9 4"3 1'4'10"35'5"2(a) A B C D E F G H I J K L M NOPQR STUVWX 6 12 3X4 3X6 6X8 3X8 5X8 4X4 4X4 4X8 3X6 3X6 3X4 3X4 5X6 5X6 4X4 3X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T2,T3 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; Webs 2x4 SP #3 W7,W12 2x4 SP #2; W8 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.40 to 62 plf at 4.27 TC: From 31 plf at 4.27 to 31 plf at 30.94 TC: From 62 plf at 30.94 to 62 plf at 39.27 BC: From 14 plf at 0.00 to 14 plf at 4.30 BC: From 7 plf at 4.30 to 7 plf at 30.65 BC: From 14 plf at 30.65 to 14 plf at 37.94 TC: 280 lb Conc. Load at 4.30 TC: 187 lb Conc. Load at 6.33, 8.33,10.33,12.33 14.33 TC: 190 lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 TC: 432 lb Conc. Load at 30.91 BC: 213 lb Conc. Load at 4.30 BC: 111 lb Conc. Load at 6.33, 8.33,10.33,12.33 14.33 BC: 98 lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 BC: 601 lb Conc. Load at 30.91 Plating Notes All plates are 3X4 except as noted. 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) TC 24 4.27 30.94 BC 75 0.00 15.57 BC 42 13.30 30.84 BC 81 30.02 37.79 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AB 538 /- /- /- /252 /- Y 4897 /- /- /- /1875 /- L 2006 /- /- /- /679 /- Wind reactions based on MWFRS AB Brg Width = 6.9 Min Req = 1.5 Y Brg Width = 7.6 Min Req = 5.8 L Brg Width = 7.6 Min Req = 2.4 Bearings AB, Y, & L are a rigid surface. Bearings AB, Y, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -15 B - C 277 -486 C - D 717 -50 D - E 3511 -1198 E - F 224 -870 F - G 224 -870 Chords Tens. Comp. G - H 224 -870 H - I 1091 -3465 I - J 1541 -4668 J - K 1843 -5229 K - L 1268 -3712 L - M 35 -14 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AB-AA 6 0 AA- Z 386 -229 Z - Y 113 -319 Y - V 21 -68 X - W 1142 -3348 W - U 1162 -3414 U - T 3356 -1063 Chords Tens. Comp. T - S 3356 -1063 S - R 4650 -1542 R - O 4767 -1677 Q - P 0 0 P - N 106 -38 N - L 3254 -1109 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B -AB 271 -522 B -AA 402 -242 C -AA 290 -29 C - Z 353 -1138 Z - D 1040 -339 Z - X 0 -460 D - X 1299 -3285 X - Y 1715 -4531 X - E 1122 -3154 E - U 4978 -1619 W - V 16 -55 Webs Tens. Comp. F - U 321 -647 U - H 979 -2916 H - S 970 -245 S - I 532 -1403 I - R 157 0 R - J 155 -117 O - P 636 -238 O - J 1625 -543 O - N 3269 -1110 O - K 1450 -550 N - K 401 -1047 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.79 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.243 R 999 360 VERT(CL): 0.453 R 649 240 HORZ(LL): 0.067 N - - HORZ(TL): 0.124 N - - Creep Factor: 2.0 Max TC CSI: 0.858 Max BC CSI: 0.990 Max Web CSI: 0.738 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A13 Truss Type HIPS Qty 1 Ply 1 2536 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 4'3"4 26'8"7' 15'6"14 14'5"6 7"8 7'3"81'4"12 1'4" 37'11"4 1'8"9 4"3 1'3'10"34'5"2(a) (a) (a) A B C D E F G H I J K L M N OPQRSTU VWXYZAAAB 6 12 3X6 5X6 3X8 3X10 7X8 6X8 6X8 1.5X4 1.5X4 1.5X4 6X12 3X6 H0312 4X6 H0714 3X6 6X8 6X8 4X4 4X6(A2) 4'3"10 213# 280# 2'0"6 111# 187# 2' 111# 187# 2' 111# 187# 2' 111# 187# 2' 111# 187# 2' 98# 190# 1'3"4 98# 190# 1'3"4 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2'0"6 601# 432# 7'0"6 **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 T2,T3 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; Webs 2x4 SP #3 W7,W12 2x4 SP #2; W8 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.40 to 62 plf at 4.27 TC: From 31 plf at 4.27 to 31 plf at 30.94 TC: From 62 plf at 30.94 to 62 plf at 39.27 BC: From 14 plf at 0.00 to 14 plf at 4.30 BC: From 7 plf at 4.30 to 7 plf at 30.65 BC: From 14 plf at 30.65 to 14 plf at 37.94 TC: 280 lb Conc. Load at 4.30 TC: 187 lb Conc. Load at 6.33, 8.33,10.33,12.33 14.33 TC: 190 lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 TC: 432 lb Conc. Load at 30.91 BC: 213 lb Conc. Load at 4.30 BC: 111 lb Conc. Load at 6.33, 8.33,10.33,12.33 14.33 BC: 98 lb Conc. Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 BC: 601 lb Conc. Load at 30.91 Plating Notes All plates are 3X4 except as noted. 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) TC 24 4.27 30.94 BC 75 0.00 15.57 BC 42 13.30 30.84 BC 81 30.02 37.79 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL AB 538 /- /- /- /252 /- Y 4897 /- /- /- /1875 /- L 2006 /- /- /- /679 /- Wind reactions based on MWFRS AB Brg Width = 6.9 Min Req = 1.5 Y Brg Width = 7.6 Min Req = 5.8 L Brg Width = 7.6 Min Req = 2.4 Bearings AB, Y, & L are a rigid surface. Bearings AB, Y, & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -15 B - C 277 -486 C - D 717 -50 D - E 3511 -1198 E - F 224 -870 F - G 224 -870 Chords Tens. Comp. G - H 224 -870 H - I 1091 -3465 I - J 1541 -4668 J - K 1843 -5229 K - L 1268 -3712 L - M 35 -14 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. AB-AA 6 0 AA- Z 386 -229 Z - Y 113 -319 Y - V 21 -68 X - W 1142 -3348 W - U 1162 -3414 U - T 3356 -1063 Chords Tens. Comp. T - S 3356 -1063 S - R 4650 -1542 R - O 4767 -1677 Q - P 0 0 P - N 106 -38 N - L 3254 -1109 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B -AB 271 -522 B -AA 402 -242 C -AA 290 -29 C - Z 353 -1138 Z - D 1040 -339 Z - X 0 -460 D - X 1299 -3285 X - Y 1715 -4531 X - E 1122 -3154 E - U 4978 -1619 W - V 16 -55 Webs Tens. Comp. F - U 321 -647 U - H 979 -2916 H - S 970 -245 S - I 532 -1403 I - R 157 0 R - J 155 -117 O - P 636 -238 O - J 1625 -543 O - N 3269 -1110 O - K 1450 -550 N - K 401 -1047 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.79 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.243 R 999 360 VERT(CL): 0.453 R 649 240 HORZ(LL): 0.067 N - - HORZ(TL): 0.124 N - - Creep Factor: 2.0 Max TC CSI: 0.858 Max BC CSI: 0.990 Max Web CSI: 0.738 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss A13 Truss Type HIPS Qty 1 Ply 1 2536 03/16/2021 13'3"1 24'8"3 SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 4'3"4 26'8"7' 15'6"14 14'5"6 7"8 7'3"81'4"12 1'4" 37'11"4 1'8"9 4"3 1'3'10"34'5"2(a) (a) (a) A B C D E F G H I J K L M N OPQRSTU VWXYZAAAB 6 12 3X6 5X6 3X8 3X10 7X8 6X8 6X8 1.5X4 1.5X4 1.5X4 6X12 3X6 H0312 4X6 H0714 3X6 6X8 6X8 4X4 4X6(A2) 4'3"10 213# 280# 2'0"6 111# 187# 2' 111# 187# 2' 111# 187# 2' 111# 187# 2' 111# 187# 2' 98# 190# 1'3"4 98# 190# 1'3"4 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2' 98# 190# 2'0"6 601# 432# 7'0"6 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 21 0.15 1.91 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 193 /- /- /154 /49 /53 D 24 /- /- /14 /2 /- C 27 /- /- /18 /18 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 12 -34 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.204 Max BC CSI: 0.037 Max Web CSI: 0.000 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B01 Truss Type JACK Qty 2 Ply 1 2510 03/16/2021 SEAT PLATE REQ. 1'10"151'4" 4"3 1'3"101'10"10A B C D 6 12 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 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 21 0.15 1.91 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 193 /- /- /154 /49 /53 D 24 /- /- /14 /2 /- C 27 /- /- /18 /18 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 12 -34 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.204 Max BC CSI: 0.037 Max Web CSI: 0.000 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B01 Truss Type JACK Qty 2 Ply 1 2510 03/16/2021 SEAT PLATE REQ. 1'10"151'4" 4"3 1'3"101'10"10A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 30 0.15 2.64 BC 13 2.18 3.24 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 229 /- /- /169 /49 /77 E 34 /- /- /17 /- /- D 76 /- /- /47 /36 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 5 -63 Chords Tens. Comp. C - D 34 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 7 -15 C - G 21 -4 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 41 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): 0.006 G 999 360 VERT(CL): 0.011 G 999 240 HORZ(LL): 0.004 G - - HORZ(TL): 0.007 G - - Creep Factor: 2.0 Max TC CSI: 0.208 Max BC CSI: 0.048 Max Web CSI: 0.038 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B02 Truss Type JACK Qty 2 Ply 1 2511 03/16/2021 SEAT PLATE REQ. 2'7"10 7"41'4" 3'2"14 4"3 1'11"101'11"102'6"9HB 7"4 A B C D E FG 6 12 2X4(A1) 1.5X4 1.5X4 1.5X4 **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 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 30 0.15 2.64 BC 13 2.18 3.24 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 229 /- /- /169 /49 /77 E 34 /- /- /17 /- /- D 76 /- /- /47 /36 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 5 -63 Chords Tens. Comp. C - D 34 -61 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 7 -15 C - G 21 -4 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 41 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): 0.006 G 999 360 VERT(CL): 0.011 G 999 240 HORZ(LL): 0.004 G - - HORZ(TL): 0.007 G - - Creep Factor: 2.0 Max TC CSI: 0.208 Max BC CSI: 0.048 Max Web CSI: 0.038 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B02 Truss Type JACK Qty 2 Ply 1 2511 03/16/2021 SEAT PLATE REQ. 2'7"10 7"41'4" 3'2"14 4"3 1'11"101'11"102'6"9HB 7"4 A B C D E FG 6 12 2X4(A1) 1.5X4 1.5X4 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 28 0.15 2.46 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 206 /- /- /158 /48 /63 D 34 /- /- /15 /- /- C 48 /- /- /26 /29 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 22 -58 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.035 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B03 Truss Type JACK Qty 4 Ply 1 2512 03/16/2021 SEAT PLATE REQ. 2'5"91'4" 4"3 1'6"152'1"15A B C D 6 12 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 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 28 0.15 2.46 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 206 /- /- /158 /48 /63 D 34 /- /- /15 /- /- C 48 /- /- /26 /29 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 22 -58 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.035 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B03 Truss Type JACK Qty 4 Ply 1 2512 03/16/2021 SEAT PLATE REQ. 2'5"91'4" 4"3 1'6"152'1"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 30 0.15 2.64 BC 22 2.18 4.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- /- /183 /51 /91 E 46 /- /- /23 /- /- D 101 /- /- /64 /49 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 2 -74 Chords Tens. Comp. C - D 45 -70 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 16 -25 C - G 29 -9 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 44 -4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.018 G 999 360 VERT(CL): 0.033 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.019 G - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.070 Max Web CSI: 0.067 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B04 Truss Type JACK Qty 1 Ply 1 2513 03/16/2021 SEAT PLATE REQ. 2'7"10 1'4"61'4" 4' 4"3 1'1'4"32'4"32'11"2HB 1'4"6 A B C D E FG 6 12 2X4(A1) 1.5X4 1.5X4 1.5X4 **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 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 30 0.15 2.64 BC 22 2.18 4.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 254 /- /- /183 /51 /91 E 46 /- /- /23 /- /- D 101 /- /- /64 /49 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 2 -74 Chords Tens. Comp. C - D 45 -70 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 16 -25 C - G 29 -9 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 44 -4 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.018 G 999 360 VERT(CL): 0.033 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.019 G - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.070 Max Web CSI: 0.067 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B04 Truss Type JACK Qty 1 Ply 1 2513 03/16/2021 SEAT PLATE REQ. 2'7"10 1'4"61'4" 4' 4"3 1'1'4"32'4"32'11"2HB 1'4"6 A B C D E FG 6 12 2X4(A1) 1.5X4 1.5X4 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 T2 2x6 SP #2; Bot chord 2x6 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 1.41 TC: From 31 plf at 1.41 to 31 plf at 10.26 TC: From 62 plf at 10.26 to 62 plf at 13.00 BC: From 7 plf at 0.00 to 7 plf at 11.67 TC: 27 lb Conc. Load at 2.12, 9.54 TC: 76 lb Conc. Load at 4.00, 7.67 TC: 73 lb Conc. Load at 5.07, 6.59 TC: 101 lb Conc. Load at 5.83 BC: 24 lb Conc. Load at 2.12, 9.54 BC: 34 lb Conc. Load at 4.00, 7.67 BC: 50 lb Conc. Load at 5.07, 6.59 BC: 46 lb Conc. Load at 5.83 Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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) TC 24 5.07 6.59 BC 33 0.15 2.88 BC 63 3.21 8.46 BC 33 8.78 11.52 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 700 /- /- /- /210 /- I 700 /- /- /- /210 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -7 B - C 54 -218 C - D 24 -77 D - E 282 -1026 E - F 283 -1049 Chords Tens. Comp. F - G 283 -1026 G - H 24 -77 H - I 54 -218 I - J 18 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 43 -8 P - O 0 0 D - N 1077 -294 N - M 1060 -288 Chords Tens. Comp. M - G 1077 -295 L - K 0 0 K - I 43 -8 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 191 -36 E - N 31 -62 E - M 6 -29 Webs Tens. Comp. M - F 33 -68 H - K 191 -36 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.265 L 515 360 VERT(CL): 0.472 L 288 240 HORZ(LL): 0.174 K - - HORZ(TL): 0.314 K - - Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.280 Max Web CSI: 0.074 Wgt: 141.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B05 Truss Type COMN Qty 1 Ply 2 2576 03/16/2021 11'8" SEAT PLATE REQ.SEAT PLATE REQ. 1'4"14 3'8"1'6"4 3'8"1'4"14 1'4"14 1'5"11 5'10"13 1'5"11 1'4"14 1'4"1'4" 4"3 1'0"101'2'4"32'11"2A B C D E F G H I J K LMN OP 6 12 4.24 12 2X4(A1) 3X6(**) 5X6 3X4 5X6 1.5X4 3X4 5X6 3X4 5X6 3X6(**) 2X4(A1) 2'1"8 24# 27# 1'10"8 34# 76# 1'0"14 50# 73# 9"2 46# 101# 9"2 50# 73# 1'0"14 34# 76# 1'10"8 24# 27# 2'1"8 **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 T2 2x6 SP #2; Bot chord 2x6 SP #2 Webs 2x4 SP #3 Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131"x3", min. nails on The Bottom Chord Only. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 1.41 TC: From 31 plf at 1.41 to 31 plf at 10.26 TC: From 62 plf at 10.26 to 62 plf at 13.00 BC: From 7 plf at 0.00 to 7 plf at 11.67 TC: 27 lb Conc. Load at 2.12, 9.54 TC: 76 lb Conc. Load at 4.00, 7.67 TC: 73 lb Conc. Load at 5.07, 6.59 TC: 101 lb Conc. Load at 5.83 BC: 24 lb Conc. Load at 2.12, 9.54 BC: 34 lb Conc. Load at 4.00, 7.67 BC: 50 lb Conc. Load at 5.07, 6.59 BC: 46 lb Conc. Load at 5.83 Plating Notes (**) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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) TC 24 5.07 6.59 BC 33 0.15 2.88 BC 63 3.21 8.46 BC 33 8.78 11.52 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 700 /- /- /- /210 /- I 700 /- /- /- /210 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 I Brg Width = 7.6 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -7 B - C 54 -218 C - D 24 -77 D - E 282 -1026 E - F 283 -1049 Chords Tens. Comp. F - G 283 -1026 G - H 24 -77 H - I 54 -218 I - J 18 -7 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 43 -8 P - O 0 0 D - N 1077 -294 N - M 1060 -288 Chords Tens. Comp. M - G 1077 -295 L - K 0 0 K - I 43 -8 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. P - C 191 -36 E - N 31 -62 E - M 6 -29 Webs Tens. Comp. M - F 33 -68 H - K 191 -36 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: No FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.265 L 515 360 VERT(CL): 0.472 L 288 240 HORZ(LL): 0.174 K - - HORZ(TL): 0.314 K - - Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.280 Max Web CSI: 0.074 Wgt: 141.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B05 Truss Type COMN Qty 1 Ply 2 2576 03/16/2021 11'8" SEAT PLATE REQ.SEAT PLATE REQ. 1'4"14 3'8"1'6"4 3'8"1'4"14 1'4"14 1'5"11 5'10"13 1'5"11 1'4"14 1'4"1'4" 4"3 1'0"101'2'4"32'11"2A B C D E F G H I J K LMN OP 6 12 4.24 12 2X4(A1) 3X6(**) 5X6 3X4 5X6 1.5X4 3X4 5X6 3X4 5X6 3X6(**) 2X4(A1) 2'1"8 24# 27# 1'10"8 34# 76# 1'0"14 50# 73# 9"2 46# 101# 9"2 50# 73# 1'0"14 34# 76# 1'10"8 24# 27# 2'1"8 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Plating Notes (++) - 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 30 0.15 2.64 BC 88 2.18 9.48 BC 30 9.03 11.52 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 525 /- /- /320 /133 /111 F 525 /- /- /320 /133 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 F Brg Width = 7.6 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 244 -328 C - D 412 -795 Chords Tens. Comp. D - E 421 -795 E - F 237 -328 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 132 -73 C - L 601 -163 L - J 749 -248 Chords Tens. Comp. J - H 749 -248 I - F 132 -69 H - E 601 -174 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - K 81 -16 D - J 184 0 Webs Tens. Comp. I - H 81 -15 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.292 K 467 360 VERT(CL): 0.539 K 253 240 HORZ(LL): 0.295 H - - HORZ(TL): 0.544 H - - Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.306 Max Web CSI: 0.453 Wgt: 53.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B06 Truss Type COMN Qty 1 Ply 1 2514 03/16/2021 11'8" SEAT PLATE REQ.SEAT PLATE REQ. 5'10"5'10" 2'7"10 6'4"12 2'7"101'4"1'4" 4"31'3'3"33'10"2A B C D E F G HIJ KL 6 12 2X4(A1) 3X6(++) 1.5X4 4X4(R1) 1.5X4 1.5X4 4X6(++) 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 Plating Notes (++) - 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 30 0.15 2.64 BC 88 2.18 9.48 BC 30 9.03 11.52 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 525 /- /- /320 /133 /111 F 525 /- /- /320 /133 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 F Brg Width = 7.6 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 244 -328 C - D 412 -795 Chords Tens. Comp. D - E 421 -795 E - F 237 -328 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - K 132 -73 C - L 601 -163 L - J 749 -248 Chords Tens. Comp. J - H 749 -248 I - F 132 -69 H - E 601 -174 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - K 81 -16 D - J 184 0 Webs Tens. Comp. I - H 81 -15 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.292 K 467 360 VERT(CL): 0.539 K 253 240 HORZ(LL): 0.295 H - - HORZ(TL): 0.544 H - - Creep Factor: 2.0 Max TC CSI: 0.970 Max BC CSI: 0.306 Max Web CSI: 0.453 Wgt: 53.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss B06 Truss Type COMN Qty 1 Ply 1 2514 03/16/2021 11'8" SEAT PLATE REQ.SEAT PLATE REQ. 5'10"5'10" 2'7"10 6'4"12 2'7"101'4"1'4" 4"31'3'3"33'10"2A B C D E F G HIJ KL 6 12 2X4(A1) 3X6(++) 1.5X4 4X4(R1) 1.5X4 1.5X4 4X6(++) 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 3.03 TC: From 31 plf at 3.03 to 31 plf at 16.97 TC: From 62 plf at 16.97 to 62 plf at 21.33 BC: From 14 plf at 0.00 to 14 plf at 3.03 BC: From 7 plf at 3.03 to 7 plf at 16.97 BC: From 14 plf at 16.97 to 14 plf at 20.00 TC: 107 lb Conc. Load at 3.03,16.97 TC: 67 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 BC: 104 lb Conc. Load at 3.03,16.97 BC: 44 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 3.01 16.99 BC 117 0.15 19.85 Apply purlins to any chords above or below fillers 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. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 2322 /- /- /- /512 /- J 2322 /- /- /- /512 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.7 J Brg Width = 7.6 Min Req = 2.7 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 -16 B - C 767 -4103 C - D 427 -2450 D - E 469 -2260 E - F 522 -2198 Chords Tens. Comp. F - G 522 -2198 G - H 469 -2260 H - I 427 -2450 I - J 767 -4103 J - K 75 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 3601 -587 N - M 3608 -581 Chords Tens. Comp. M - L 3608 -581 L - J 3601 -587 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 159 0 C - O 327 -1357 C - M 90 -267 O - P 330 -1366 P - Q 332 -1373 M - I 90 -267 Webs Tens. Comp. F - Q 1098 -259 Q - R 332 -1373 R - S 330 -1366 S - I 327 -1357 L - I 159 0 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - O 63 -214 E - P 86 -267 Q - M 379 -39 Gables Tens. Comp. R - G 86 -267 S - H 63 -214 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 D 999 360 VERT(CL): 0.411 D 575 240 HORZ(LL): 0.089 D - - HORZ(TL): 0.172 D - - Creep Factor: 2.0 Max TC CSI: 0.699 Max BC CSI: 0.985 Max Web CSI: 0.418 Wgt: 134.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss C01 Truss Type GABL Qty 1 Ply 1 2538 03/16/2021 20' SEAT PLATE REQ.SEAT PLATE REQ. 10'10' 3'7"14 12'8"4 3'7"14 1'4"1'4" 4"35'4"35'11"2A B C D E F G H I J K LMN O P Q R S 6 12 3X10(B3) 6X8 4X6(R1) 3X6 5X6 6X8 3X10(B3) 3'0"6 104# 107# 2'0"6 44# 67# 2' 44# 67# 2' 44# 67# 1'10"8 44# 67# 2' 44# 67# 2' 44# 67# 2'0"6 104# 107# 3'0"6 **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 M-30 Bot chord 2x4 SP M-30 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.33 to 62 plf at 3.03 TC: From 31 plf at 3.03 to 31 plf at 16.97 TC: From 62 plf at 16.97 to 62 plf at 21.33 BC: From 14 plf at 0.00 to 14 plf at 3.03 BC: From 7 plf at 3.03 to 7 plf at 16.97 BC: From 14 plf at 16.97 to 14 plf at 20.00 TC: 107 lb Conc. Load at 3.03,16.97 TC: 67 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 BC: 104 lb Conc. Load at 3.03,16.97 BC: 44 lb Conc. Load at 5.06, 7.06, 9.06,10.94 12.94,14.94 Plating Notes All plates are 1.5X4 except as noted. 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) TC 24 3.01 16.99 BC 117 0.15 19.85 Apply purlins to any chords above or below fillers 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. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 2322 /- /- /- /512 /- J 2322 /- /- /- /512 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 2.7 J Brg Width = 7.6 Min Req = 2.7 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 75 -16 B - C 767 -4103 C - D 427 -2450 D - E 469 -2260 E - F 522 -2198 Chords Tens. Comp. F - G 522 -2198 G - H 469 -2260 H - I 427 -2450 I - J 767 -4103 J - K 75 -16 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 3601 -587 N - M 3608 -581 Chords Tens. Comp. M - L 3608 -581 L - J 3601 -587 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - N 159 0 C - O 327 -1357 C - M 90 -267 O - P 330 -1366 P - Q 332 -1373 M - I 90 -267 Webs Tens. Comp. F - Q 1098 -259 Q - R 332 -1373 R - S 330 -1366 S - I 327 -1357 L - I 159 0 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - O 63 -214 E - P 86 -267 Q - M 379 -39 Gables Tens. Comp. R - G 86 -267 S - H 63 -214 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.212 D 999 360 VERT(CL): 0.411 D 575 240 HORZ(LL): 0.089 D - - HORZ(TL): 0.172 D - - Creep Factor: 2.0 Max TC CSI: 0.699 Max BC CSI: 0.985 Max Web CSI: 0.418 Wgt: 134.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss C01 Truss Type GABL Qty 1 Ply 1 2538 03/16/2021 20' SEAT PLATE REQ.SEAT PLATE REQ. 10'10' 3'7"14 12'8"4 3'7"14 1'4"1'4" 4"35'4"35'11"2A B C D E F G H I J K LMN O P Q R S 6 12 3X10(B3) 6X8 4X6(R1) 3X6 5X6 6X8 3X10(B3) 3'0"6 104# 107# 2'0"6 44# 67# 2' 44# 67# 2' 44# 67# 1'10"8 44# 67# 2' 44# 67# 2' 44# 67# 2'0"6 104# 107# 3'0"6 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 120 0.15 19.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 843 /- /- /491 /210 /167 F 843 /- /- /491 /210 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 F Brg Width = 7.6 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 515 -1253 C - D 398 -926 Chords Tens. Comp. D - E 398 -926 E - F 515 -1253 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1068 -354 Chords Tens. Comp. H - F 1068 -357 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 257 -344 D - H 518 -147 Webs Tens. Comp. H - E 257 -344 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.039 H 999 360 VERT(CL): 0.074 H 999 240 HORZ(LL): 0.017 H - - HORZ(TL): 0.033 H - - Creep Factor: 2.0 Max TC CSI: 0.285 Max BC CSI: 0.779 Max Web CSI: 0.201 Wgt: 91.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss C02 Truss Type COMN Qty 2 Ply 1 2515 03/16/2021 20' SEAT PLATE REQ.SEAT PLATE REQ. 10'10' 1'4"1'4" 4"35'4"35'11"2A B C D E F G H 6 12 3X4(A1) 1.5X4 4X4 5X6 1.5X4 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 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 120 0.15 19.85 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 843 /- /- /491 /210 /167 F 843 /- /- /491 /210 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 F Brg Width = 7.6 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 515 -1253 C - D 398 -926 Chords Tens. Comp. D - E 398 -926 E - F 515 -1253 F - G 35 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 1068 -354 Chords Tens. Comp. H - F 1068 -357 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 257 -344 D - H 518 -147 Webs Tens. Comp. H - E 257 -344 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.039 H 999 360 VERT(CL): 0.074 H 999 240 HORZ(LL): 0.017 H - - HORZ(TL): 0.033 H - - Creep Factor: 2.0 Max TC CSI: 0.285 Max BC CSI: 0.779 Max Web CSI: 0.201 Wgt: 91.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss C02 Truss Type COMN Qty 2 Ply 1 2515 03/16/2021 20' SEAT PLATE REQ.SEAT PLATE REQ. 10'10' 1'4"1'4" 4"35'4"35'11"2A B C D E F G H 6 12 3X4(A1) 1.5X4 4X4 5X6 1.5X4 3X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 10 0.15 0.97 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 197 /- /- /171 /69 /36 D 6 /-11 /- /14 /12 /- C - /-33 /- /31 /40 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 46 -29 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.205 Max BC CSI: 0.027 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ1 Truss Type JACK Qty 6 Ply 1 2516 03/16/2021 SEAT PLATE REQ. 11"111'4" 4"3 10"1'5"A B C D 6 12 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 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 10 0.15 0.97 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 197 /- /- /171 /69 /36 D 6 /-11 /- /14 /12 /- C - /-33 /- /31 /40 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 46 -29 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.205 Max BC CSI: 0.027 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ1 Truss Type JACK Qty 6 Ply 1 2516 03/16/2021 SEAT PLATE REQ. 11"111'4" 4"3 10"1'5"A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 11 0.00 0.91 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 178 /- /- /171 /81 /- D 15 /- /- /6 /- /- C - /-32 /- /49 /58 /36 Wind reactions based on MWFRS E Brg Width = 6.9 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 Chords Tens. Comp. B - C 157 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 329 -172 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): 0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.161 Max BC CSI: 0.007 Max Web CSI: 0.098 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ1A Truss Type JACK Qty 1 Ply 1 2517 03/16/2021 SEAT PLATE REQ. 3"8 7"71'4"12 10"151'8"92'2"HB 7"7 A B C DE 6 12 1.5X4 3X6 **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 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 11 0.00 0.91 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 178 /- /- /171 /81 /- D 15 /- /- /6 /- /- C - /-32 /- /49 /58 /36 Wind reactions based on MWFRS E Brg Width = 6.9 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 Chords Tens. Comp. B - C 157 -60 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 329 -172 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): 0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.161 Max BC CSI: 0.007 Max Web CSI: 0.098 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ1A Truss Type JACK Qty 1 Ply 1 2517 03/16/2021 SEAT PLATE REQ. 3"8 7"71'4"12 10"151'8"92'2"HB 7"7 A B C DE 6 12 1.5X4 3X6 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 34 0.15 2.97 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 220 /- /- /165 /49 /72 D 43 /- /- /20 /- /- C 66 /- /- /38 /38 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.058 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ3 Truss Type JACK Qty 3 Ply 1 2518 03/16/2021 SEAT PLATE REQ. 2'11"111'4" 4"3 1'10"2'5"A B C D 6 12 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 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 34 0.15 2.97 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 220 /- /- /165 /49 /72 D 43 /- /- /20 /- /- C 66 /- /- /38 /38 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.058 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ3 Truss Type JACK Qty 3 Ply 1 2518 03/16/2021 SEAT PLATE REQ. 2'11"111'4" 4"3 1'10"2'5"A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 27 0.00 2.24 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 193 /- /- /170 /78 /- D 38 /- /- /16 /- /- C 45 /- /- /35 /21 /60 Wind reactions based on MWFRS E Brg Width = 6.9 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 Chords Tens. Comp. B - C 147 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 295 -178 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.159 Max BC CSI: 0.044 Max Web CSI: 0.088 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ3A Truss Type JACK Qty 1 Ply 1 2519 03/16/2021 SEAT PLATE REQ. 3"8 1'11"7 1'4"12 2'2"151'8"92'10"HB 1'11"7 A B C DE 6 12 1.5X4 3X6 **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 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 27 0.00 2.24 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 193 /- /- /170 /78 /- D 38 /- /- /16 /- /- C 45 /- /- /35 /21 /60 Wind reactions based on MWFRS E Brg Width = 6.9 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 0 Chords Tens. Comp. B - C 147 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 295 -178 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): 0.000 B 999 360 VERT(CL): 0.000 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.159 Max BC CSI: 0.044 Max Web CSI: 0.088 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ3A Truss Type JACK Qty 1 Ply 1 2519 03/16/2021 SEAT PLATE REQ. 3"8 1'11"7 1'4"12 2'2"151'8"92'10"HB 1'11"7 A B C DE 6 12 1.5X4 3X6 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 58 0.15 4.97 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 288 /- /- /257 /79 /109 D 77 /- /- /102 /47 /- C 128 /- /- /85 /69 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 57 -138 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.005 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.444 Max BC CSI: 0.240 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ5 Truss Type JACK Qty 3 Ply 1 2520 03/16/2021 SEAT PLATE REQ. 4'11"111'4" 4"3 2'10"3'5"A B C D 6 12 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 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 58 0.15 4.97 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 288 /- /- /257 /79 /109 D 77 /- /- /102 /47 /- C 128 /- /- /85 /69 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 57 -138 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.005 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.444 Max BC CSI: 0.240 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss CJ5 Truss Type JACK Qty 3 Ply 1 2520 03/16/2021 SEAT PLATE REQ. 4'11"111'4" 4"3 2'10"3'5"A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Purlins In lieu of rigid ceiling use purlins to brace BC @ 1199998" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 85 /- /- /44 /30 /35 B 85 /- /- /48 /44 /- Wind reactions based on MWFRS A Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 28 -80 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.253 Max BC CSI: 0.000 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HC6 Truss Type SPEC Qty 16 Ply 1 2521 03/16/2021 2'9"5 3"111'3"8A B4.24 12 **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 Purlins In lieu of rigid ceiling use purlins to brace BC @ 1199998" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Shim all supports to solid bearing. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 85 /- /- /44 /30 /35 B 85 /- /- /48 /44 /- Wind reactions based on MWFRS A Brg Width = 1.5 B Brg Width = 1.5 Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 28 -80 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.000 - - 360 VERT(CL): 0.000 - - 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.253 Max BC CSI: 0.000 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HC6 Truss Type SPEC Qty 16 Ply 1 2521 03/16/2021 2'9"5 3"111'3"8A B4.24 12 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.89 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -20 lb Conc. Load at 1.38 BC: 12 lb Conc. Load at 1.38 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 48 0.15 4.18 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 169 /- /- /- /97 /- D 61 /-1 /- /- /9 /- C 40 /-5 /- /- /14 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -8 Chords Tens. Comp. B - C 21 -11 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 D - - HORZ(TL): 0.003 D - - Creep Factor: 2.0 Max TC CSI: 0.089 Max BC CSI: 0.121 Max Web CSI: 0.000 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ3 Truss Type HIP_ Qty 2 Ply 1 2532 03/16/2021 SEAT PLATE REQ. 4'2"31'10"10 4"3 1'9"142'5"1A B C D 4.24 12 2X4(A1) 1'4"8 12# -20# 2'9"10 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.89 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -20 lb Conc. Load at 1.38 BC: 12 lb Conc. Load at 1.38 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 48 0.15 4.18 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 169 /- /- /- /97 /- D 61 /-1 /- /- /9 /- C 40 /-5 /- /- /14 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -8 Chords Tens. Comp. B - C 21 -11 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 D - - HORZ(TL): 0.003 D - - Creep Factor: 2.0 Max TC CSI: 0.089 Max BC CSI: 0.121 Max Web CSI: 0.000 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ3 Truss Type HIP_ Qty 2 Ply 1 2532 03/16/2021 SEAT PLATE REQ. 4'2"31'10"10 4"3 1'9"142'5"1A B C D 4.24 12 2X4(A1) 1'4"8 12# -20# 2'9"10 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.89 to 61 plf at 9.84 BC: From 14 plf at 0.00 to 14 plf at 9.84 TC: -20 lb Conc. Load at 1.38 TC: 132 lb Conc. Load at 4.21 TC: 256 lb Conc. Load at 7.03 BC: 12 lb Conc. Load at 1.38 BC: 86 lb Conc. Load at 4.21 BC: 155 lb Conc. Load at 7.03 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 88 0.15 9.84 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 739 /- /- /- /344 /- E 490 /- /- /- /181 /- D 245 /- /- /- /112 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -16 B - C 608 -1457 Chords Tens. Comp. C - D 82 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1355 -546 G - F 1339 -544 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 253 -23 Webs Tens. Comp. C - F 568 -1397 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 G 999 360 VERT(CL): 0.078 G 999 240 HORZ(LL): 0.012 F - - HORZ(TL): 0.021 F - - Creep Factor: 2.0 Max TC CSI: 0.677 Max BC CSI: 0.999 Max Web CSI: 0.904 Wgt: 44.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ7 Truss Type HIP_ Qty 1 Ply 1 2533 03/16/2021 SEAT PLATE REQ. 9'10"11'10"10 4"3 3'9"144'5"1A B C D EFG 4.24 12 2X4(A1) 1.5X4 3X4 4X4 1'4"9 12# -20# 2'9"15 86# 132# 2'9"15 155# 256# 2'9"10 **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 M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.89 to 61 plf at 9.84 BC: From 14 plf at 0.00 to 14 plf at 9.84 TC: -20 lb Conc. Load at 1.38 TC: 132 lb Conc. Load at 4.21 TC: 256 lb Conc. Load at 7.03 BC: 12 lb Conc. Load at 1.38 BC: 86 lb Conc. Load at 4.21 BC: 155 lb Conc. Load at 7.03 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 88 0.15 9.84 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 739 /- /- /- /344 /- E 490 /- /- /- /181 /- D 245 /- /- /- /112 /- Wind reactions based on MWFRS B Brg Width = 10.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 37 -16 B - C 608 -1457 Chords Tens. Comp. C - D 82 -115 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 1355 -546 G - F 1339 -544 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - C 253 -23 Webs Tens. Comp. C - F 568 -1397 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 G 999 360 VERT(CL): 0.078 G 999 240 HORZ(LL): 0.012 F - - HORZ(TL): 0.021 F - - Creep Factor: 2.0 Max TC CSI: 0.677 Max BC CSI: 0.999 Max Web CSI: 0.904 Wgt: 44.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ7 Truss Type HIP_ Qty 1 Ply 1 2533 03/16/2021 SEAT PLATE REQ. 9'10"11'10"10 4"3 3'9"144'5"1A B C D EFG 4.24 12 2X4(A1) 1.5X4 3X4 4X4 1'4"9 12# -20# 2'9"15 86# 132# 2'9"15 155# 256# 2'9"10 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.97 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 5.98 BC: From 2 plf at 0.00 to 2 plf at 5.98 TC: 66 lb Conc. Load at 0.35 TC: -12 lb Conc. Load at 1.29 TC: 173 lb Conc. Load at 3.17 BC: 43 lb Conc. Load at 0.35 BC: 15 lb Conc. Load at 1.29 BC: 116 lb Conc. Load at 3.17 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 72 0.00 5.98 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 320 /- /- /- /156 /- D 102 /- /- /- /16 /- C 93 /- /- /- /57 /- Wind reactions based on MWFRS E Brg Width = 9.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 20 -8 Chords Tens. Comp. B - C 41 -49 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 149 -207 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.557 Max Web CSI: 0.044 Wgt: 25.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ7S Truss Type HIP_ Qty 1 Ply 1 2534 03/16/2021 SEAT PLATE REQ. 3"8 5'8"41'11"11 5'11"121'8"93'9"14HB 5'8"4 A B C DE 4.24 12 1.5X4 1.5X4 4"3 43# 66# 11"5 15# -12# 1'10"10 116# 173# 2'9"10 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.97 to 61 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 5.98 BC: From 2 plf at 0.00 to 2 plf at 5.98 TC: 66 lb Conc. Load at 0.35 TC: -12 lb Conc. Load at 1.29 TC: 173 lb Conc. Load at 3.17 BC: 43 lb Conc. Load at 0.35 BC: 15 lb Conc. Load at 1.29 BC: 116 lb Conc. Load at 3.17 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 72 0.00 5.98 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E 320 /- /- /- /156 /- D 102 /- /- /- /16 /- C 93 /- /- /- /57 /- Wind reactions based on MWFRS E Brg Width = 9.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 20 -8 Chords Tens. Comp. B - C 41 -49 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 149 -207 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 B 999 360 VERT(CL): 0.001 B 999 240 HORZ(LL): -0.000 B - - HORZ(TL): 0.000 B - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.557 Max Web CSI: 0.044 Wgt: 25.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJ7S Truss Type HIP_ Qty 1 Ply 1 2534 03/16/2021 SEAT PLATE REQ. 3"8 5'8"41'11"11 5'11"121'8"93'9"14HB 5'8"4 A B C DE 4.24 12 1.5X4 1.5X4 4"3 43# 66# 11"5 15# -12# 1'10"10 116# 173# 2'9"10 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.42 to 62 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.33 BC: From 2 plf at 0.00 to 2 plf at 4.33 TC: 97 lb Conc. Load at 2.69 BC: 68 lb Conc. Load at 2.69 Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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 32 0.15 2.85 BC 23 2.39 4.33 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 161 /- /- /- /37 /- E 50 /- /- /- /4 /- D 73 /- /- /- /23 /- Wind reactions based on MWFRS B Brg Width = 8.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -8 B - C 17 -47 Chords Tens. Comp. C - D 30 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 13 -7 C - G 9 0 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 75 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 G 999 360 VERT(CL): 0.044 G 999 240 HORZ(LL): 0.012 G - - HORZ(TL): 0.024 G - - Creep Factor: 2.0 Max TC CSI: 0.320 Max BC CSI: 0.100 Max Web CSI: 0.100 Wgt: 19.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJB1 Truss Type HIP_ Qty 2 Ply 1 2535 03/16/2021 SEAT PLATE REQ. 2'10"4 1'5"121'5" 4'3"15 4"1'1'4"2'4"2'11"1HB 1'5"12 A B C D E FG 5.54 12 2X4(A1) 1.5X4(**) 3X4 1.5X4 2'8"5 68# 97# 1'7"10 **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 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.42 to 62 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.33 BC: From 2 plf at 0.00 to 2 plf at 4.33 TC: 97 lb Conc. Load at 2.69 BC: 68 lb Conc. Load at 2.69 Plating Notes (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 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 32 0.15 2.85 BC 23 2.39 4.33 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 and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 161 /- /- /- /37 /- E 50 /- /- /- /4 /- D 73 /- /- /- /23 /- Wind reactions based on MWFRS B Brg Width = 8.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 18 -8 B - C 17 -47 Chords Tens. Comp. C - D 30 -12 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 13 -7 C - G 9 0 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 75 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.023 G 999 360 VERT(CL): 0.044 G 999 240 HORZ(LL): 0.012 G - - HORZ(TL): 0.024 G - - Creep Factor: 2.0 Max TC CSI: 0.320 Max BC CSI: 0.100 Max Web CSI: 0.100 Wgt: 19.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss HJB1 Truss Type HIP_ Qty 2 Ply 1 2535 03/16/2021 SEAT PLATE REQ. 2'10"4 1'5"121'5" 4'3"15 4"1'1'4"2'4"2'11"1HB 1'5"12 A B C D E FG 5.54 12 2X4(A1) 1.5X4(**) 3X4 1.5X4 2'8"5 68# 97# 1'7"10 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 34 0.15 3.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 221 /- /- /166 /49 /73 D 44 /- /- /20 /- /- C 67 /- /- /39 /39 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.059 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J3 Truss Type EJAC Qty 8 Ply 1 2522 03/16/2021 SEAT PLATE REQ. 3'1'4" 4"3 1'10"32'5"2A B C D 6 12 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 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 34 0.15 3.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 221 /- /- /166 /49 /73 D 44 /- /- /20 /- /- C 67 /- /- /39 /39 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 30 -79 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.210 Max BC CSI: 0.059 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J3 Truss Type EJAC Qty 8 Ply 1 2522 03/16/2021 SEAT PLATE REQ. 3'1'4" 4"3 1'10"32'5"2A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 39 0.13 3.33 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 201 /- /- /180 /56 /74 D 51 /- /- /67 /31 /- C 83 /- /- /55 /45 /- Wind reactions based on MWFRS B Brg Width = 3.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 37 -76 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.141 Max BC CSI: 0.093 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J34 Truss Type JACK Qty 4 Ply 1 2523 03/16/2021 3'4"1' 4"3 2'0"32'5"2A B C D 6 12 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 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 39 0.13 3.33 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 201 /- /- /180 /56 /74 D 51 /- /- /67 /31 /- C 83 /- /- /55 /45 /- Wind reactions based on MWFRS B Brg Width = 3.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 37 -76 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): NA VERT(CL): NA HORZ(LL): 0.001 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.141 Max BC CSI: 0.093 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J34 Truss Type JACK Qty 4 Ply 1 2523 03/16/2021 3'4"1' 4"3 2'0"32'5"2A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 30 0.15 2.64 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. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 106 /- /- /77 /13 /18 Wind reactions based on MWFRS D Brg Width = 31.7 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 23 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 178 -39 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 113 -54 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.041 Max Web CSI: 0.048 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J3GE Truss Type JACK Qty 1 Ply 1 2524 03/16/2021 2'7"11 SEAT PLATE REQ. 1'4" 4"3 1'8"2'3"A B C D 6 12 2X4(A1) 1.5X4 1.5X4 **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 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 30 0.15 2.64 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. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 106 /- /- /77 /13 /18 Wind reactions based on MWFRS D Brg Width = 31.7 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 23 -56 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 178 -39 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 113 -54 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): NA VERT(CL): NA HORZ(LL): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.041 Max Web CSI: 0.048 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J3GE Truss Type JACK Qty 1 Ply 1 2524 03/16/2021 2'7"11 SEAT PLATE REQ. 1'4" 4"3 1'8"2'3"A B C D 6 12 2X4(A1) 1.5X4 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 0.15 7.00 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 361 /- /- /324 /94 /145 D 111 /- /- /148 /69 /- C 187 /- /- /126 /100 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 84 -150 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): NA VERT(CL): NA HORZ(LL): 0.015 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.711 Max BC CSI: 0.457 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J7 Truss Type EJAC Qty 7 Ply 1 2525 03/16/2021 SEAT PLATE REQ. 7'1'4" 4"3 3'10"34'5"2A B C D 6 12 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 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 0.15 7.00 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 361 /- /- /324 /94 /145 D 111 /- /- /148 /69 /- C 187 /- /- /126 /100 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 Chords Tens. Comp. B - C 84 -150 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - D 0 0 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft 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): NA VERT(CL): NA HORZ(LL): 0.015 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.711 Max BC CSI: 0.457 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J7 Truss Type EJAC Qty 7 Ply 1 2525 03/16/2021 SEAT PLATE REQ. 7'1'4" 4"3 3'10"34'5"2A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Plating Notes (++) - 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 30 0.15 2.64 BC 58 2.18 7.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 361 /- /- /246 /62 /145 E 98 /- /- /52 /- /- D 190 /- /- /122 /98 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 0 -197 Chords Tens. Comp. C - D 85 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 84 -84 C - G 79 -36 Chords Tens. Comp. G - E 0 0 H - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - H 72 -27 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.171 F 482 360 VERT(CL): 0.316 F 260 240 HORZ(LL): 0.081 G - - HORZ(TL): 0.151 G - - Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.348 Max Web CSI: 0.279 Wgt: 28.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J7C Truss Type EJAC Qty 8 Ply 1 2526 03/16/2021 SEAT PLATE REQ. 2'6"2 1"8 4'4"61'4" 7' 4"3 1'2'10"33'10"34'5"2HB 4'5"14 A B C D E FGH 6 12 2X4(A1) 3X4(++) 1.5X4 **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 Plating Notes (++) - 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 30 0.15 2.64 BC 58 2.18 7.00 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 361 /- /- /246 /62 /145 E 98 /- /- /52 /- /- D 190 /- /- /122 /98 /- Wind reactions based on MWFRS B Brg Width = 7.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 35 0 B - C 0 -197 Chords Tens. Comp. C - D 85 -121 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 84 -84 C - G 79 -36 Chords Tens. Comp. G - E 0 0 H - F 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - H 72 -27 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.171 F 482 360 VERT(CL): 0.316 F 260 240 HORZ(LL): 0.081 G - - HORZ(TL): 0.151 G - - Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.348 Max Web CSI: 0.279 Wgt: 28.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss J7C Truss Type EJAC Qty 8 Ply 1 2526 03/16/2021 SEAT PLATE REQ. 2'6"2 1"8 4'4"61'4" 7' 4"3 1'2'10"33'10"34'5"2HB 4'5"14 A B C D E FGH 6 12 2X4(A1) 3X4(++) 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 23 0.00 1.88 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 See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 76 /- /- /38 /8 /12 Wind reactions based on MWFRS D Brg Width = 22.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 72 -8 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): 0.005 B 999 360 VERT(CL): 0.009 B 999 240 HORZ(LL): 0.002 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.059 Max BC CSI: 0.098 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM02 Truss Type VAL Qty 2 Ply 1 2527 03/16/2021 1'10"8 6"15 1'3"9 0"4 11"8A B CD 6 12 2X4(D8R) **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 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 23 0.00 1.88 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 See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 76 /- /- /38 /8 /12 Wind reactions based on MWFRS D Brg Width = 22.5 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 0 -21 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 72 -8 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): 0.005 B 999 360 VERT(CL): 0.009 B 999 240 HORZ(LL): 0.002 B - - HORZ(TL): 0.004 B - - Creep Factor: 2.0 Max TC CSI: 0.059 Max BC CSI: 0.098 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM02 Truss Type VAL Qty 2 Ply 1 2527 03/16/2021 1'10"8 6"15 1'3"9 0"4 11"8A B CD 6 12 2X4(D8R) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 40 0.00 3.33 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 See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 76 /- /- /49 /17 /17 Wind reactions based on MWFRS C Brg Width = 40.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 36 -81 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 162 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 160 -86 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.002 C - - HORZ(TL): 0.004 C - - Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.117 Max Web CSI: 0.061 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM04 Truss Type VAL Qty 2 Ply 1 2528 03/16/2021 3'4" 3"8 1'11"8A B C 6 12 2X4(D8R) 1.5X4 1.5X4 **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 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 40 0.00 3.33 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 See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL C* 76 /- /- /49 /17 /17 Wind reactions based on MWFRS C Brg Width = 40.0 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 36 -81 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 162 -20 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 160 -86 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 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): NA VERT(CL): NA HORZ(LL): 0.002 C - - HORZ(TL): 0.004 C - - Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.117 Max Web CSI: 0.061 Wgt: 14.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM04 Truss Type VAL Qty 2 Ply 1 2528 03/16/2021 3'4" 3"8 1'11"8A B C 6 12 2X4(D8R) 1.5X4 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 Fasten rated sheathing to one face of this frame. 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 40 0.00 3.33 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 94 /- /- /66 /11 /16 Wind reactions based on MWFRS D Brg Width = 40.0 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 38 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 143 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 165 -171 Webs Tens. Comp. C - D 167 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.000 C 999 360 VERT(CL): 0.000 C 999 240 HORZ(LL): -0.035 C - - HORZ(TL): 0.045 C - - Creep Factor: 2.0 Max TC CSI: 0.227 Max BC CSI: 0.112 Max Web CSI: 0.267 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM05 Truss Type VAL Qty 1 Ply 1 2529 03/16/2021 3'4" 1'1'3"82'11"8A B C DE 6 12 2X4 3X4 1.5X4 1.5X4 **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 Fasten rated sheathing to one face of this frame. 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 40 0.00 3.33 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 94 /- /- /66 /11 /16 Wind reactions based on MWFRS D Brg Width = 40.0 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 38 -65 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 143 -32 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 165 -171 Webs Tens. Comp. C - D 167 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.000 C 999 360 VERT(CL): 0.000 C 999 240 HORZ(LL): -0.035 C - - HORZ(TL): 0.045 C - - Creep Factor: 2.0 Max TC CSI: 0.227 Max BC CSI: 0.112 Max Web CSI: 0.267 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM05 Truss Type VAL Qty 1 Ply 1 2529 03/16/2021 3'4" 1'1'3"82'11"8A B C DE 6 12 2X4 3X4 1.5X4 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 **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 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 40 0.00 3.33 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. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 94 /- /- /66 /24 /37 Wind reactions based on MWFRS D Brg Width = 40.0 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 40 -84 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 39 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 111 -170 B - D 257 -77 Webs Tens. Comp. C - D 148 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.000 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.187 Max BC CSI: 0.096 Max Web CSI: 0.105 Wgt: 26.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM06 Truss Type VAL Qty 1 Ply 1 2530 03/16/2021 3'4" 1'2'3"83'11"8A B C DE 6 12 3X4(R) 1.5X4 1.5X4 3X6(R) **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 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 40 0.00 3.33 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. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL D* 94 /- /- /66 /24 /37 Wind reactions based on MWFRS D Brg Width = 40.0 Min Req = - Bearing E is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 26 0 Chords Tens. Comp. B - C 40 -84 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. E - D 39 -40 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 111 -170 B - D 257 -77 Webs Tens. Comp. C - D 148 -95 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 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: B Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 4.2 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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): 0.000 C 999 360 VERT(CL): 0.001 C 999 240 HORZ(LL): -0.001 C - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.187 Max BC CSI: 0.096 Max Web CSI: 0.105 Wgt: 26.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSBM1674B2 Truss VM06 Truss Type VAL Qty 1 Ply 1 2530 03/16/2021 3'4" 1'2'3"83'11"8A B C DE 6 12 3X4(R) 1.5X4 1.5X4 3X6(R) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION CORNERSET GENERAL SPECIFICATIONS Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) 7'-0" MAX ST-CRNRST MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. STDTL01 BC JUNE 20, 2019 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. PIGGY-BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. 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: TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL 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 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 (0.113" 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) 10d 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. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO. 1 - TEE-LOK 3" x 8" TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #1: TEE-LOK MULTI-USE CONNECTION PLATE. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. 2'-0" MAX PIGGY-BACK TRUSS STDTL04.112/23/19 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL05TRUSSED VALLEY SET DETAIL - SHEATHED P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A TRUSS CRITERIA: 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 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 MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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 INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. JULY 17, 2017 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL06TRUSSED VALLEY SET DETAIL P 12 VALLEY TRUSS (TYPICAL) BASE TRUSSES SEE DETAIL "A" BELOW (TYP.) VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A (NO SHEATHING) N.T.S. 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 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 MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. GABLE END, COMMON TRUSS, OR GIRDER TRUSS 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. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FEBRUARY 5, 2018 ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL07TRUSSED VALLEY SET DETAIL (HIGH WIND VELOCITY) 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 MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING. ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. NON-BEVELED BOTTOM CHORD NON-BEVELED BOTTOM CHORD JULY 17, 2017 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 MAXIMUM STUD LENGTH 2X4 SP #3 / STUD 12" O.C. 16" O.C. 24" O.C. 2X4 SP #3 / STUD 2X4 SP #3 / STUD 2X4 SP #2 12" O.C. 16" O.C. 24" O.C. 2X4 SP #2 2X4 SP #2 3-8-10 3-3-10 2-8-6 5-6-11 4-9-12 3-11-3 6-6-11 6-6-11 5-4-12 11-1-13 9-10-15 8-1-2 3-10-15 5-6-11 6-6-11 11-8-14 10-8-0 9-3-13 6-6-11 6-2-9 4-9-12 3-11-3 3-6-11 3-1-4 3X4 = 12 A A * * * MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH DURATION OF LOAD INCREASE : 1.60 STDTL08STANDARD GABLE END DETAIL B B + + + + ** STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 ** Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FEBRUARY 5, 2016 ST-2x2 NAILINGTYP 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 1.5 x 4 1.5 x 4 2 x 4 SP No . 2 (M in )2x4 SP No. 2 (Min) 2x2 SP No. 3 STDTL13 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 April 11, 2016 ST-FLAT GIR BRACETYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" o.c. SIMPSON H5 (4) 12d TRUSS 24" o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER VARIES 12 STDTL14 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND DAMAGED OR MISSING CHORD SPLICE PLATES Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946