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HomeMy WebLinkAboutAPPROVED, Truss Engineering-328 Palm Breezes Dr Lot 113Lumber 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 CRMSCMB3 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: CAYMAN 1763 Subdivision: Address: 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 23 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 2994 A02 3/18/21 2 2993 A03 3/18/21 3 2992 A04 3/18/21 4 2991 A05 3/18/21 5 2990 A06 3/18/21 6 2989 A07 3/18/21 7 2988 A08 3/18/21 8 2987 A09 3/18/21 9 2986 A10 3/18/21 10 2985 A11 3/18/21 11 2984 B01 3/18/21 12 2983 B02 3/18/21 No.Seq #Truss Name Date 13 2982 B03 3/18/21 14 2981 B04 3/18/21 15 2923 B05 3/18/21 16 2997 C01 3/18/21 17 2979 C02 3/18/21 18 2978 C03 3/18/21 19 2926 C04 3/18/21 20 2976 E01 3/18/21 21 2996 HJ2 3/18/21 22 2975 J1 3/18/21 23 2974 J2 3/18/21 24 STDL01 STD. DETAIL 3/18/21 No.Seq #Truss Name Date 25 STDL02 STD. DETAIL 3/18/21 26 STDL03 STD. DETAIL 3/18/21 27 STDL04 STD. DETAIL 3/18/21 28 STDL05 STD. DETAIL 3/18/21 29 STDL06 STD. DETAIL 3/18/21 30 STDL07 STD. DETAIL 3/18/21 31 STDL08 STD. DETAIL 3/18/21 32 STDL09 STD. DETAIL 3/18/21 33 STDL10 STD. DETAIL 3/18/21 34 STDL11 STD. DETAIL 3/18/21 35 STDL12 STD. DETAIL 3/18/21 36 STDL13 STD. DETAIL 3/18/21 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 CRMSCMB3 Page 2 of 2 No.Seq #Truss Name Date 37 STDL14 STD. DETAIL 3/18/21 38 STDL15 STD. DETAIL 3/18/21 39 STDL16 STD. DETAIL 3/18/21 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 #2 T2 2x4 SP M-30; Bot chord 2x4 SP #2 B4 2x4 SP M-30; Webs 2x4 SP #3 W3 2x4 SP #2; 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 95 0.15 11.74 BC 92 11.71 19.13 BC 114 19.26 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 1540 /- /- /874 /408 /314 J 1539 /- /- /873 /408 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.8 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 39 0 B - C 908 -2711 C - D 1448 -4534 D - E 1460 -4453 E - F 1628 -4577 Chords Tens. Comp. F - G 1071 -3415 G - H 869 -2283 H - I 860 -2356 I - J 927 -2654 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2348 -694 Q - P 25 -10 O - M 3013 -575 Chords Tens. Comp. N - L 6 -2 L - J 2295 -693 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 436 -1221 C - O 1669 -394 Q - O 2636 -775 E - O 295 -390 O - P 77 0 O - F 1476 -710 Webs Tens. Comp. F - M 1991 -413 M - N 99 0 M - G 886 -183 M - L 2421 -645 G - L 310 -930 L - I 190 -295 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: 25.00 ft TCDL: 5.0 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): 0.361 O 999 360 VERT(CL): 0.680 O 665 240 HORZ(LL): 0.219 L - - HORZ(TL): 0.414 L - - Creep Factor: 2.0 Max TC CSI: 0.620 Max BC CSI: 0.988 Max Web CSI: 0.962 Wgt: 222.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A02 Truss Type COMN Qty 3 Ply 1 2994 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"10 7'2"12 18'10"101'5"9 1'5"9 4"32'9"124'7"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N O PQ 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 5X8 1.5X4 5X10 6X8 2X4 3X4 6X8 3X6 1.5X3 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 B4 2x4 SP M-30; Webs 2x4 SP #3 W3 2x4 SP #2; 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 95 0.15 11.74 BC 92 11.71 19.13 BC 114 19.26 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 1540 /- /- /874 /408 /314 J 1539 /- /- /873 /408 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.8 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 39 0 B - C 908 -2711 C - D 1448 -4534 D - E 1460 -4453 E - F 1628 -4577 Chords Tens. Comp. F - G 1071 -3415 G - H 869 -2283 H - I 860 -2356 I - J 927 -2654 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2348 -694 Q - P 25 -10 O - M 3013 -575 Chords Tens. Comp. N - L 6 -2 L - J 2295 -693 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 436 -1221 C - O 1669 -394 Q - O 2636 -775 E - O 295 -390 O - P 77 0 O - F 1476 -710 Webs Tens. Comp. F - M 1991 -413 M - N 99 0 M - G 886 -183 M - L 2421 -645 G - L 310 -930 L - I 190 -295 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: 25.00 ft TCDL: 5.0 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): 0.361 O 999 360 VERT(CL): 0.680 O 665 240 HORZ(LL): 0.219 L - - HORZ(TL): 0.414 L - - Creep Factor: 2.0 Max TC CSI: 0.620 Max BC CSI: 0.988 Max Web CSI: 0.962 Wgt: 222.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A02 Truss Type COMN Qty 3 Ply 1 2994 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"10 7'2"12 18'10"101'5"9 1'5"9 4"32'9"124'7"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N O PQ 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 5X8 1.5X4 5X10 6X8 2X4 3X4 6X8 3X6 1.5X3 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 T3 2x4 SP #2; Bot chord 2x4 SP M-30 B1 2x4 SP 2400f-2.0E + SP M-31; B4 2x4 SP #2; Webs 2x4 SP #3 W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 0.52 19.00 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 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 1545 /- /- /870 /199 /314 J 1542 /- /- /875 /195 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.8 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 39 0 B - C 1541 -4761 C - D 1351 -4345 D - E 1369 -4272 E - F 1024 -3237 Chords Tens. Comp. F - G 1015 -3268 G - H 1513 -4612 H - I 1505 -4707 I - J 902 -2723 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 4280 -1296 Q - P 3692 -977 P - O 3721 -975 Chords Tens. Comp. O - M 4303 -1182 N - L 33 -11 L - J 2361 -688 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 293 -342 Q - E 511 -87 E - O 445 -800 F - O 2357 -597 O - G 651 -1368 Webs Tens. Comp. G - M 421 -56 M - N 74 0 M - L 2639 -765 M - I 1829 -465 L - I 429 -1239 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.470 O 963 360 VERT(CL): 0.888 O 509 240 HORZ(LL): 0.328 L - - HORZ(TL): 0.620 L - - Creep Factor: 2.0 Max TC CSI: 0.687 Max BC CSI: 0.810 Max Web CSI: 0.898 Wgt: 194.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A03 Truss Type COMN Qty 3 Ply 1 2993 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'8'1"6 10'10"101'5"9 1'5"9 4"34'7"12'6"129'10"310'5"15(a) A B C D E F G H I J K L M N O PQ 6 12 3 12 3X8(F1) 1.5X3 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0710(I) 1.5X4 3X6 3X10 4X4 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 M-30 T3 2x4 SP #2; Bot chord 2x4 SP M-30 B1 2x4 SP 2400f-2.0E + SP M-31; B4 2x4 SP #2; Webs 2x4 SP #3 W7 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes (I) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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 0.52 19.00 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 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 1545 /- /- /870 /199 /314 J 1542 /- /- /875 /195 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.8 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 39 0 B - C 1541 -4761 C - D 1351 -4345 D - E 1369 -4272 E - F 1024 -3237 Chords Tens. Comp. F - G 1015 -3268 G - H 1513 -4612 H - I 1505 -4707 I - J 902 -2723 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 4280 -1296 Q - P 3692 -977 P - O 3721 -975 Chords Tens. Comp. O - M 4303 -1182 N - L 33 -11 L - J 2361 -688 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 293 -342 Q - E 511 -87 E - O 445 -800 F - O 2357 -597 O - G 651 -1368 Webs Tens. Comp. G - M 421 -56 M - N 74 0 M - L 2639 -765 M - I 1829 -465 L - I 429 -1239 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.470 O 963 360 VERT(CL): 0.888 O 509 240 HORZ(LL): 0.328 L - - HORZ(TL): 0.620 L - - Creep Factor: 2.0 Max TC CSI: 0.687 Max BC CSI: 0.810 Max Web CSI: 0.898 Wgt: 194.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A03 Truss Type COMN Qty 3 Ply 1 2993 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'8'1"6 10'10"101'5"9 1'5"9 4"34'7"12'6"129'10"310'5"15(a) A B C D E F G H I J K L M N O PQ 6 12 3 12 3X8(F1) 1.5X3 3X6 3X4 H0308 3X4 5X6 6X8 3X4 H0710(I) 1.5X4 3X6 3X10 4X4 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 Bot chord 2x4 :SP 2400f-2.0E + SP M-31: B2 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) BC 120 0.52 19.00 BC 120 19.00 37.48 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 1546 /- /- /870 /199 /314 J 1546 /- /- /870 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 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 39 0 B - C 1534 -4756 C - D 1349 -4346 D - E 1366 -4270 E - F 1014 -3228 Chords Tens. Comp. F - G 1021 -3228 G - H 1360 -4270 H - I 1343 -4346 I - J 1529 -4756 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 4275 -1290 P - O 3714 -981 O - N 3733 -973 Chords Tens. Comp. N - M 3733 -961 M - L 3714 -969 L - J 4275 -1278 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 288 -334 P - E 508 -78 E - N 463 -829 F - N 2437 -645 Webs Tens. Comp. N - G 463 -829 G - L 508 -76 L - I 288 -334 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.520 N 870 360 VERT(CL): 0.984 N 459 240 HORZ(LL): 0.373 L - - HORZ(TL): 0.707 L - - Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.804 Max Web CSI: 0.929 Wgt: 175.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A04 Truss Type COMN Qty 10 Ply 1 2992 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'19'1'5"9 1'5"9 4"34'7"19'10"310'5"15A B C D E F G H I J K L M N O P 6 12 3 12 3X8(F1) 1.5X3 3X6 3X4 3X4 H0308 5X6 6X8 H0308 3X4 3X4 3X6 1.5X3 3X8(F1) **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 2400f-2.0E + SP M-31: B2 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) BC 120 0.52 19.00 BC 120 19.00 37.48 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 1546 /- /- /870 /199 /314 J 1546 /- /- /870 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 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 39 0 B - C 1534 -4756 C - D 1349 -4346 D - E 1366 -4270 E - F 1014 -3228 Chords Tens. Comp. F - G 1021 -3228 G - H 1360 -4270 H - I 1343 -4346 I - J 1529 -4756 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - P 4275 -1290 P - O 3714 -981 O - N 3733 -973 Chords Tens. Comp. N - M 3733 -961 M - L 3714 -969 L - J 4275 -1278 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - P 288 -334 P - E 508 -78 E - N 463 -829 F - N 2437 -645 Webs Tens. Comp. N - G 463 -829 G - L 508 -76 L - I 288 -334 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.520 N 870 360 VERT(CL): 0.984 N 459 240 HORZ(LL): 0.373 L - - HORZ(TL): 0.707 L - - Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.804 Max Web CSI: 0.929 Wgt: 175.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A04 Truss Type COMN Qty 10 Ply 1 2992 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 19'19'1'5"9 1'5"9 4"34'7"19'10"310'5"15A B C D E F G H I J K L M N O P 6 12 3 12 3X8(F1) 1.5X3 3X6 3X4 3X4 H0308 5X6 6X8 H0308 3X4 3X4 3X6 1.5X3 3X8(F1) 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 T3 2x4 SP M-30; Bot chord 2x4 SP M-30 B2 2x4 SP #2; Webs 2x4 SP #3 W5 2x4 SP #2; 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 116 0.15 23.07 BC 90 23.10 37.48 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 1539 /- /- /873 /408 /314 K 1543 /- /- /868 /411 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.7 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 930 -2684 C - D 875 -2412 D - E 893 -2339 E - F 756 -1703 F - G 1358 -3860 Chords Tens. Comp. G - H 1263 -3878 H - I 1558 -4494 I - J 1542 -4503 J - K 1443 -4622 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2325 -707 R - Q 1899 -503 Q - P 1899 -503 Chords Tens. Comp. P - O 17 -5 N - M 3846 -979 M - K 4136 -1176 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 242 -355 R - E 488 -100 E - P 351 -657 F - P 53 -714 F - N 3419 -949 P - N 1927 -343 Webs Tens. Comp. N - O 27 0 N - G 183 -150 N - H 197 -362 H - M 454 -283 M - J 279 -333 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: 25.00 ft TCDL: 5.0 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): 0.437 G 999 360 VERT(CL): 0.826 G 547 240 HORZ(LL): 0.258 M - - HORZ(TL): 0.487 M - - Creep Factor: 2.0 Max TC CSI: 0.806 Max BC CSI: 0.997 Max Web CSI: 0.808 Wgt: 215.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A05 Truss Type COMN Qty 1 Ply 1 2991 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 23'2"9 14'9"71'5"9 1'5"9 4"33'6"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N OPQR 6 12 3 12 3X6(A1) 1.5X3 3X6 3X4 3X6 3X4 6X10 5X8 8X10 1.5X3 1.5X3 3X4 3X6 3X4 1.5X3 3X8(F1) **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 T3 2x4 SP M-30; Bot chord 2x4 SP M-30 B2 2x4 SP #2; Webs 2x4 SP #3 W5 2x4 SP #2; 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 116 0.15 23.07 BC 90 23.10 37.48 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 1539 /- /- /873 /408 /314 K 1543 /- /- /868 /411 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.7 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 930 -2684 C - D 875 -2412 D - E 893 -2339 E - F 756 -1703 F - G 1358 -3860 Chords Tens. Comp. G - H 1263 -3878 H - I 1558 -4494 I - J 1542 -4503 J - K 1443 -4622 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2325 -707 R - Q 1899 -503 Q - P 1899 -503 Chords Tens. Comp. P - O 17 -5 N - M 3846 -979 M - K 4136 -1176 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 242 -355 R - E 488 -100 E - P 351 -657 F - P 53 -714 F - N 3419 -949 P - N 1927 -343 Webs Tens. Comp. N - O 27 0 N - G 183 -150 N - H 197 -362 H - M 454 -283 M - J 279 -333 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: 25.00 ft TCDL: 5.0 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): 0.437 G 999 360 VERT(CL): 0.826 G 547 240 HORZ(LL): 0.258 M - - HORZ(TL): 0.487 M - - Creep Factor: 2.0 Max TC CSI: 0.806 Max BC CSI: 0.997 Max Web CSI: 0.808 Wgt: 215.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A05 Truss Type COMN Qty 1 Ply 1 2991 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 23'2"9 14'9"71'5"9 1'5"9 4"33'6"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N OPQR 6 12 3 12 3X6(A1) 1.5X3 3X6 3X4 3X6 3X4 6X10 5X8 8X10 1.5X3 1.5X3 3X4 3X6 3X4 1.5X3 3X8(F1) 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 T3 2x4 SP M-30; Bot chord 2x4 SP #2 B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W8,W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 80 0.15 11.49 BC 75 11.50 23.07 BC 25 20.97 23.07 BC 83 23.07 37.48 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 1539 /- /- /873 /554 /314 K 1543 /- /- /868 /557 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 946 -2668 C - D 995 -2643 D - E 1006 -2585 E - F 766 -1841 F - G 810 -1740 Chords Tens. Comp. G - H 1290 -3887 H - I 1635 -4483 I - J 1626 -4530 J - K 1545 -4661 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2299 -714 V - U 73 -34 T - S 2319 -650 S - Q 1 -5 Chords Tens. Comp. R - P 2 -7 Q - O 8 -6 N - M 4026 -1148 M - K 4173 -1278 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 176 -343 C - T 78 -40 V - T 2260 -689 T - U 52 0 T - E 523 -142 E - S 442 -926 F - S 1177 -494 S - G 710 -2293 S - N 2676 -570 Webs Tens. Comp. R - Q 37 0 G - N 3255 -839 N - O 25 0 N - H 346 -558 O - P 34 0 W - N 0 0 H - M 376 -180 M - J 216 -234 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 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): 0.451 N 999 360 VERT(CL): 0.852 N 531 240 HORZ(LL): 0.268 M - - HORZ(TL): 0.507 M - - Creep Factor: 2.0 Max TC CSI: 0.858 Max BC CSI: 0.993 Max Web CSI: 0.861 Wgt: 239.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A06 Truss Type COMN Qty 3 Ply 1 2990 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'7"9 9'4"1 2'2"15 14'9"71'5"9 1'5"9 4"38"3'6"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N OPQRS TUV W 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 5X6 7X10 7X6 10X10 3X3 3X4 3X6 3X4 3X8(F1) **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 T3 2x4 SP M-30; Bot chord 2x4 SP #2 B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W8,W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 80 0.15 11.49 BC 75 11.50 23.07 BC 25 20.97 23.07 BC 83 23.07 37.48 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 1539 /- /- /873 /554 /314 K 1543 /- /- /868 /557 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 946 -2668 C - D 995 -2643 D - E 1006 -2585 E - F 766 -1841 F - G 810 -1740 Chords Tens. Comp. G - H 1290 -3887 H - I 1635 -4483 I - J 1626 -4530 J - K 1545 -4661 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2299 -714 V - U 73 -34 T - S 2319 -650 S - Q 1 -5 Chords Tens. Comp. R - P 2 -7 Q - O 8 -6 N - M 4026 -1148 M - K 4173 -1278 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 176 -343 C - T 78 -40 V - T 2260 -689 T - U 52 0 T - E 523 -142 E - S 442 -926 F - S 1177 -494 S - G 710 -2293 S - N 2676 -570 Webs Tens. Comp. R - Q 37 0 G - N 3255 -839 N - O 25 0 N - H 346 -558 O - P 34 0 W - N 0 0 H - M 376 -180 M - J 216 -234 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 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): 0.451 N 999 360 VERT(CL): 0.852 N 531 240 HORZ(LL): 0.268 M - - HORZ(TL): 0.507 M - - Creep Factor: 2.0 Max TC CSI: 0.858 Max BC CSI: 0.993 Max Web CSI: 0.861 Wgt: 239.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A06 Truss Type COMN Qty 3 Ply 1 2990 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'7"9 9'4"1 2'2"15 14'9"71'5"9 1'5"9 4"38"3'6"79'10"310'5"15(a) (a) A B C D E F G H I J K L M N OPQRS TUV W 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 3X4 5X6 7X10 7X6 10X10 3X3 3X4 3X6 3X4 3X8(F1) 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 T4,T5 2x4 SP M-30; Bot chord 2x4 SP #2 B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W8 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 17.99 20.01 BC 81 0.15 11.49 BC 89 11.50 23.12 BC 26 20.97 23.11 BC 81 23.14 37.48 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 1539 /- /- /875 /556 /299 K 1543 /- /- /870 /559 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 969 -2712 C - D 1014 -2650 D - E 1030 -2587 E - F 856 -1920 F - G 820 -1613 Chords Tens. Comp. G - H 1544 -3972 H - I 1395 -3975 I - J 1367 -4015 J - K 1595 -4710 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2350 -757 W - V 98 -36 U - T 2315 -700 T - S 1634 -383 S - Q 25 -8 Chords Tens. Comp. R - P 2 -14 Q - O 38 -11 N - M 4273 -1350 M - K 4224 -1329 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 169 -285 C - U 103 -101 W - U 2273 -726 U - V 79 0 U - E 493 -126 E - T 415 -872 F - T 563 -184 F - S 166 -240 S - G 343 -1375 Webs Tens. Comp. S - N 2206 -495 G - N 3625 -1135 R - Q 36 0 O - P 39 0 N - O 49 0 N - H 312 -396 N - J 409 -749 J - M 136 -81 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: 25.00 ft TCDL: 5.0 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): 0.434 H 999 360 VERT(CL): 0.819 H 552 240 HORZ(LL): 0.269 M - - HORZ(TL): 0.508 M - - Creep Factor: 2.0 Max TC CSI: 0.642 Max BC CSI: 0.978 Max Web CSI: 0.866 Wgt: 254.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A07 Truss Type COMN Qty 1 Ply 1 2989 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'11"15 2'0"2 17'11"15 11'7"9 9'4"1 2'3"7 14'8"151'5"9 1'5"9 4"38"3'6"59'4"29'11"14(a) (a) (a) A B C D E F G H I J K L M N OPQRST UVW 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 1.5X4 3X4 5X8 3X4 6X8 7X6 10X10 3X3 3X6 3X4 3X8(F1) **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 T4,T5 2x4 SP M-30; Bot chord 2x4 SP #2 B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W8 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 17.99 20.01 BC 81 0.15 11.49 BC 89 11.50 23.12 BC 26 20.97 23.11 BC 81 23.14 37.48 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 1539 /- /- /875 /556 /299 K 1543 /- /- /870 /559 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 969 -2712 C - D 1014 -2650 D - E 1030 -2587 E - F 856 -1920 F - G 820 -1613 Chords Tens. Comp. G - H 1544 -3972 H - I 1395 -3975 I - J 1367 -4015 J - K 1595 -4710 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2350 -757 W - V 98 -36 U - T 2315 -700 T - S 1634 -383 S - Q 25 -8 Chords Tens. Comp. R - P 2 -14 Q - O 38 -11 N - M 4273 -1350 M - K 4224 -1329 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 169 -285 C - U 103 -101 W - U 2273 -726 U - V 79 0 U - E 493 -126 E - T 415 -872 F - T 563 -184 F - S 166 -240 S - G 343 -1375 Webs Tens. Comp. S - N 2206 -495 G - N 3625 -1135 R - Q 36 0 O - P 39 0 N - O 49 0 N - H 312 -396 N - J 409 -749 J - M 136 -81 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: 25.00 ft TCDL: 5.0 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): 0.434 H 999 360 VERT(CL): 0.819 H 552 240 HORZ(LL): 0.269 M - - HORZ(TL): 0.508 M - - Creep Factor: 2.0 Max TC CSI: 0.642 Max BC CSI: 0.978 Max Web CSI: 0.866 Wgt: 254.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A07 Truss Type COMN Qty 1 Ply 1 2989 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'11"15 2'0"2 17'11"15 11'7"9 9'4"1 2'3"7 14'8"151'5"9 1'5"9 4"38"3'6"59'4"29'11"14(a) (a) (a) A B C D E F G H I J K L M N OPQRST UVW 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 1.5X4 3X4 5X8 3X4 6X8 7X6 10X10 3X3 3X6 3X4 3X8(F1) 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 T4 2x4 SP M-30; T5 2x4 SP 2400f-2.0E + SP M-31; Bot chord 2x4 SP #2 B4,B5 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 15.99 22.01 BC 81 0.15 11.49 BC 90 11.50 23.24 BC 27 20.97 23.26 BC 80 21.93 37.48 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 1539 /- /- /877 /558 /271 J 1543 /- /- /872 /561 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.5 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 39 0 B - C 1104 -2716 C - D 1167 -2640 D - E 1179 -2552 E - F 1046 -2078 Chords Tens. Comp. F - G 1483 -3292 G - H 1545 -3633 H - I 1530 -3779 I - J 1834 -4681 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 2355 -878 X - W 108 -39 V - U 2299 -828 U - S 46 -19 T - N 29 -71 S - R 117 -48 Chords Tens. Comp. Q - O 4237 -1559 R - P 109 -47 O - M 4237 -1566 M - L 4219 -1570 L - J 4198 -1548 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 191 -285 C - V 117 -126 X - V 2268 -845 V - W 80 0 V - E 495 -143 E - U 359 -751 F - U 122 -399 F - Q 1811 -629 Webs Tens. Comp. U - Q 2019 -658 T - S 35 0 Q - R 139 -125 Q - G 1156 -334 Q - I 524 -959 P - O 149 -87 P - N 54 -5 I - L 163 -55 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.406 S 999 360 VERT(CL): 0.766 S 590 240 HORZ(LL): 0.253 L - - HORZ(TL): 0.477 L - - Creep Factor: 2.0 Max TC CSI: 0.853 Max BC CSI: 0.974 Max Web CSI: 0.864 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A08 Truss Type COMN Qty 1 Ply 1 2988 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'11"15 6'0"2 15'11"15 11'7"9 9'4"1 2'3"7 14'8"151'5"9 1'5"9 4"38"3'10"18'4"28'11"14(a) A B C D E F G H I J K L M N O P Q RSTU VWX 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 1.5X4 3X4 5X8 4X10 7X10 5X6 3X3 4X6 H0308 3X4 3X8(F1) **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 T4 2x4 SP M-30; T5 2x4 SP 2400f-2.0E + SP M-31; Bot chord 2x4 SP #2 B4,B5 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 15.99 22.01 BC 81 0.15 11.49 BC 90 11.50 23.24 BC 27 20.97 23.26 BC 80 21.93 37.48 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 1539 /- /- /877 /558 /271 J 1543 /- /- /872 /561 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 J Brg Width = 8.0 Min Req = 1.5 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 39 0 B - C 1104 -2716 C - D 1167 -2640 D - E 1179 -2552 E - F 1046 -2078 Chords Tens. Comp. F - G 1483 -3292 G - H 1545 -3633 H - I 1530 -3779 I - J 1834 -4681 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - X 2355 -878 X - W 108 -39 V - U 2299 -828 U - S 46 -19 T - N 29 -71 S - R 117 -48 Chords Tens. Comp. Q - O 4237 -1559 R - P 109 -47 O - M 4237 -1566 M - L 4219 -1570 L - J 4198 -1548 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - X 191 -285 C - V 117 -126 X - V 2268 -845 V - W 80 0 V - E 495 -143 E - U 359 -751 F - U 122 -399 F - Q 1811 -629 Webs Tens. Comp. U - Q 2019 -658 T - S 35 0 Q - R 139 -125 Q - G 1156 -334 Q - I 524 -959 P - O 149 -87 P - N 54 -5 I - L 163 -55 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: 25.00 ft TCDL: 5.0 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.406 S 999 360 VERT(CL): 0.766 S 590 240 HORZ(LL): 0.253 L - - HORZ(TL): 0.477 L - - Creep Factor: 2.0 Max TC CSI: 0.853 Max BC CSI: 0.974 Max Web CSI: 0.864 Wgt: 232.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A08 Truss Type COMN Qty 1 Ply 1 2988 03/19/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'11"15 6'0"2 15'11"15 11'7"9 9'4"1 2'3"7 14'8"151'5"9 1'5"9 4"38"3'10"18'4"28'11"14(a) A B C D E F G H I J K L M N O P Q RSTU VWX 6 12 3 12 3X6(A1) 3X4 4X8(R) 3X6 5X8 1.5X4 3X4 5X8 4X10 7X10 5X6 3X3 4X6 H0308 3X4 3X8(F1) 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 2x4 SP 2400f-2.0E + SP M-31; T4,T5 2x4 SP #2; Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 13.99 24.01 BC 75 0.15 11.49 BC 116 11.48 21.11 BC 75 21.11 37.85 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 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 gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1874 /- /- /933 /734 /484 AF*342 /- /- /114 /121 /- Q 244 /- /- /309 /109 /- U /-353 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 AF Brg Width = 171 Min Req = - Q Brg Width = 8.0 Min Req = 1.5 Bearings B, AF, & Q are a rigid surface. Bearings B, AF, & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 1728 -2899 C - D 1438 -2226 D - E 1477 -2128 E - F 1757 -2074 F - G 418 -136 G - H 418 -135 H - I 418 -135 I - J 1291 -260 Chords Tens. Comp. J - K 1295 -340 K - L 1328 -506 L - M 1268 -590 M - N 1182 -594 N - O 517 -78 O - P 484 -174 P - Q 480 -310 Q - R 82 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AD 2440 -1319 AD-AC 81 -70 AB- Z 1316 -341 AA- Y 5 -84 Y - X 510 -390 X - W 510 -390 Chords Tens. Comp. W - V 510 -390 V - U 510 -390 U - T 502 -382 T - S 495 -374 S - Q 483 -360 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C -AD 242 -331 C -AB 667 -689 AD-AB 2381 -1259 E -AB 575 -522 AB-AC 73 0 AB- F 1311 -1039 F - Z 1280 -1955 G - Z 795 -1211 Z -AA 29 -19 Z -AE 2411 -1339 Webs Tens. Comp. Z -AF 1255 -1216 AF- Y 1262 -1236 AG- I 2349 -1303 Y - I 1391 -2822 Y -AH 766 -870 AH-AI 702 -771 AJ-AK 739 -830 AL- N 715 -796 N - U 367 -363 Maximum Gable Forces Per Ply (lbs) 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.090 E 999 360 VERT(CL): 0.194 E 999 240 HORZ(LL): 0.038 Y - - HORZ(TL): 0.082 Y - - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.850 Max Web CSI: 0.986 Wgt: 268.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A09 Truss Type GABL Qty 1 Ply 1 2987 03/19/2021 23'14'4"8"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 13'11"15 10'0"2 13'11"15 11'7"9 9'4"1 17'0"61'5"9 1'5"9 38' 4"38"7'4"27'11"14(a) (a)(a) (a)(a) A B C D E F G H I J K L MN O P Q R STUVWXY Z AAABACAD AE AF AG AH AI AJ AK AL 6 12 4X6(A2) 3X4 5X8(R) 3X6 6X8 1.5X4 H0710 1.5X4 7X8 5X8 6X8 2X4 3X6 3X6 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 M-30 T3 2x4 SP 2400f-2.0E + SP M-31; T4,T5 2x4 SP #2; Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W9 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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 13.99 24.01 BC 75 0.15 11.49 BC 116 11.48 21.11 BC 75 21.11 37.85 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 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 gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1874 /- /- /933 /734 /484 AF*342 /- /- /114 /121 /- Q 244 /- /- /309 /109 /- U /-353 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 AF Brg Width = 171 Min Req = - Q Brg Width = 8.0 Min Req = 1.5 Bearings B, AF, & Q are a rigid surface. Bearings B, AF, & Q require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 1728 -2899 C - D 1438 -2226 D - E 1477 -2128 E - F 1757 -2074 F - G 418 -136 G - H 418 -135 H - I 418 -135 I - J 1291 -260 Chords Tens. Comp. J - K 1295 -340 K - L 1328 -506 L - M 1268 -590 M - N 1182 -594 N - O 517 -78 O - P 484 -174 P - Q 480 -310 Q - R 82 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AD 2440 -1319 AD-AC 81 -70 AB- Z 1316 -341 AA- Y 5 -84 Y - X 510 -390 X - W 510 -390 Chords Tens. Comp. W - V 510 -390 V - U 510 -390 U - T 502 -382 T - S 495 -374 S - Q 483 -360 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C -AD 242 -331 C -AB 667 -689 AD-AB 2381 -1259 E -AB 575 -522 AB-AC 73 0 AB- F 1311 -1039 F - Z 1280 -1955 G - Z 795 -1211 Z -AA 29 -19 Z -AE 2411 -1339 Webs Tens. Comp. Z -AF 1255 -1216 AF- Y 1262 -1236 AG- I 2349 -1303 Y - I 1391 -2822 Y -AH 766 -870 AH-AI 702 -771 AJ-AK 739 -830 AL- N 715 -796 N - U 367 -363 Maximum Gable Forces Per Ply (lbs) 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.80 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.090 E 999 360 VERT(CL): 0.194 E 999 240 HORZ(LL): 0.038 Y - - HORZ(TL): 0.082 Y - - Creep Factor: 2.0 Max TC CSI: 0.817 Max BC CSI: 0.850 Max Web CSI: 0.986 Wgt: 268.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A09 Truss Type GABL Qty 1 Ply 1 2987 03/19/2021 23'14'4"8"SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 13'11"15 10'0"2 13'11"15 11'7"9 9'4"1 17'0"61'5"9 1'5"9 38' 4"38"7'4"27'11"14(a) (a)(a) (a)(a) A B C D E F G H I J K L MN O P Q R STUVWXY Z AAABACAD AE AF AG AH AI AJ AK AL 6 12 4X6(A2) 3X4 5X8(R) 3X6 6X8 1.5X4 H0710 1.5X4 7X8 5X8 6X8 2X4 3X6 3X6 3X4 3X6(A1) Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 Gables Tens.Comp. AE-AF 25 -73 H -AG 7 -24 J -AH 183 -208 AI- X 604 -589 K -AJ 485 -452 Gables Tens. Comp. AK- W 138 -175 L -AL 176 -231 T - O 280 -328 S - P 286 -319 Truss A09 Truss Type GABL Qty 1 Ply 1 2987 03/19/2021 **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 Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W5 2x4 SP #2; 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) TC 24 12.99 25.00 BC 79 0.15 23.67 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 997 /- /- /617 /389 /369 M 980 /- /- /486 /484 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & M are a rigid surface. Bearings B & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 985 -1530 C - D 763 -1015 D - E 790 -995 Chords Tens. Comp. E - F 783 -827 F - G 210 -159 G - H 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 1295 -1307 L - K 1293 -1308 Chords Tens. Comp. K - J 1293 -1308 J - I 563 -697 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - C 174 0 C - J 456 -534 E - J 199 0 Webs Tens. Comp. J - F 427 -336 F - I 931 -892 G - I 295 -228 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: 25.00 ft TCDL: 5.0 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): 0.046 L 999 360 VERT(CL): 0.087 L 999 240 HORZ(LL): 0.018 I - - HORZ(TL): 0.034 I - - Creep Factor: 2.0 Max TC CSI: 0.446 Max BC CSI: 0.969 Max Web CSI: 0.850 Wgt: 140.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A10 Truss Type COMN Qty 1 Ply 1 3339 03/19/2021 23'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'11"15 10'8"1 1'5"9 1'4" 4"3 6'10"27'5"14(a) A B C D E F G H IJKL M 6 12 3X4(A1) 1.5X3 3X4 3X6 4X6 5X6 3X8 3X4 1.5X3 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 B2 2x4 SP M-30; Webs 2x4 SP #3 W5 2x4 SP #2; 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) TC 24 12.99 25.00 BC 79 0.15 23.67 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 997 /- /- /617 /389 /369 M 980 /- /- /486 /484 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & M are a rigid surface. Bearings B & M require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 985 -1530 C - D 763 -1015 D - E 790 -995 Chords Tens. Comp. E - F 783 -827 F - G 210 -159 G - H 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 1295 -1307 L - K 1293 -1308 Chords Tens. Comp. K - J 1293 -1308 J - I 563 -697 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. L - C 174 0 C - J 456 -534 E - J 199 0 Webs Tens. Comp. J - F 427 -336 F - I 931 -892 G - I 295 -228 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: 25.00 ft TCDL: 5.0 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): 0.046 L 999 360 VERT(CL): 0.087 L 999 240 HORZ(LL): 0.018 I - - HORZ(TL): 0.034 I - - Creep Factor: 2.0 Max TC CSI: 0.446 Max BC CSI: 0.969 Max Web CSI: 0.850 Wgt: 140.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A10 Truss Type COMN Qty 1 Ply 1 3339 03/19/2021 23'8" SEAT PLATE REQ.SEAT PLATE REQ. 12'11"15 10'8"1 1'5"9 1'4" 4"3 6'10"27'5"14(a) A B C D E F G H IJKL M 6 12 3X4(A1) 1.5X3 3X4 3X6 4X6 5X6 3X8 3X4 1.5X3 3X6(R) 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 All plates are 1.5X3 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 10.99 25.00 BC 75 0.15 23.67 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P* 84 /- /- /46 /37 /13 Wind reactions based on MWFRS P Brg Width = 284 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 39 0 B - C 66 -443 C - D 43 -345 D - E 90 -301 E - F 153 -244 F - G 190 -150 G - H 188 -134 Chords Tens. Comp. H - I 188 -133 I - J 188 -133 J - K 188 -133 K - L 188 -133 L - M 188 -133 M - N 188 -133 N - O 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AB 494 -86 AB-AA 501 -88 AA- Z 503 -89 Z - Y 173 -145 Y - X 175 -143 X - W 176 -141 W - V 176 -141 Chords Tens. Comp. V - U 176 -141 U - T 176 -141 T - S 176 -141 S - R 176 -141 R - Q 176 -141 Q - P 176 -141 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C -AB 197 -181 D -AA 112 -105 E - Y 151 -126 F - X 222 -125 H - W 206 -127 I - V 173 -123 Gables Tens. Comp. J - U 162 -125 K - S 160 -124 L - R 169 -129 M - Q 117 -80 N - P 259 -176 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: 25.00 ft TCDL: 5.0 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): -0.002 G 999 360 VERT(CL): 0.003 AB 999 240 HORZ(LL): -0.007 G - - HORZ(TL): 0.008 G - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.102 Max Web CSI: 0.693 Wgt: 154.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A11 Truss Type GABL Qty 1 Ply 1 3342 03/19/2021 23'8" SEAT PLATE REQ. 10'11"15 12'8"1 1'5"9 1'4" 4"3 5'10"26'5"14A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB 6 12 2X4(A1) 3X6 5X6 3X6 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 Plating Notes All plates are 1.5X3 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 10.99 25.00 BC 75 0.15 23.67 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 exposed to wind pressure. Deflection meets L/360. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL P* 84 /- /- /46 /37 /13 Wind reactions based on MWFRS P Brg Width = 284 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 39 0 B - C 66 -443 C - D 43 -345 D - E 90 -301 E - F 153 -244 F - G 190 -150 G - H 188 -134 Chords Tens. Comp. H - I 188 -133 I - J 188 -133 J - K 188 -133 K - L 188 -133 L - M 188 -133 M - N 188 -133 N - O 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B -AB 494 -86 AB-AA 501 -88 AA- Z 503 -89 Z - Y 173 -145 Y - X 175 -143 X - W 176 -141 W - V 176 -141 Chords Tens. Comp. V - U 176 -141 U - T 176 -141 T - S 176 -141 S - R 176 -141 R - Q 176 -141 Q - P 176 -141 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C -AB 197 -181 D -AA 112 -105 E - Y 151 -126 F - X 222 -125 H - W 206 -127 I - V 173 -123 Gables Tens. Comp. J - U 162 -125 K - S 160 -124 L - R 169 -129 M - Q 117 -80 N - P 259 -176 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: 25.00 ft TCDL: 5.0 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): -0.002 G 999 360 VERT(CL): 0.003 AB 999 240 HORZ(LL): -0.007 G - - HORZ(TL): 0.008 G - - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.102 Max Web CSI: 0.693 Wgt: 154.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss A11 Truss Type GABL Qty 1 Ply 1 3342 03/19/2021 23'8" SEAT PLATE REQ. 10'11"15 12'8"1 1'5"9 1'4" 4"3 5'10"26'5"14A B C D E F G H I J K L M N O P QRSTUVWXYZAAAB 6 12 2X4(A1) 3X6 5X6 3X6 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 Webs 2x4 SP #3 Plating Notes All plates are 1.5X3 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) BC 75 0.15 12.19 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 gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 91 /- /- /42 /40 /10 Wind reactions based on MWFRS H Brg Width = 147 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 39 0 B - C 17 -29 C - D 59 -19 D - E 162 -25 Chords Tens. Comp. E - F 160 -37 F - G 70 -54 G - H 59 -66 H - I 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 148 -41 N - M 155 -43 M - L 162 -46 Chords Tens. Comp. L - K 162 -46 K - J 155 -45 J - H 147 -45 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 2 -112 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - N 140 -91 D - M 226 -145 Gables Tens. Comp. K - F 226 -145 J - G 140 -91 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: 25.00 ft TCDL: 5.0 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): -0.001 N 999 360 VERT(CL): 0.001 N 999 240 HORZ(LL): -0.001 N - - HORZ(TL): 0.001 N - - Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.038 Max Web CSI: 0.052 Wgt: 60.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B01 Truss Type GABL Qty 1 Ply 1 2984 03/19/2021 12'4" SEAT PLATE REQ. 6'2"6'2" 1'5"9 1'5"9 4"33'5"34'0"15A B C D E F G H I JKLMN 6 12 2X4(A1) 4X4 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 All plates are 1.5X3 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) BC 75 0.15 12.19 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 gable wind bracing requirements. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL H* 91 /- /- /42 /40 /10 Wind reactions based on MWFRS H Brg Width = 147 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 39 0 B - C 17 -29 C - D 59 -19 D - E 162 -25 Chords Tens. Comp. E - F 160 -37 F - G 70 -54 G - H 59 -66 H - I 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - N 148 -41 N - M 155 -43 M - L 162 -46 Chords Tens. Comp. L - K 162 -46 K - J 155 -45 J - H 147 -45 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. E - L 2 -112 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - N 140 -91 D - M 226 -145 Gables Tens. Comp. K - F 226 -145 J - G 140 -91 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: 25.00 ft TCDL: 5.0 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): -0.001 N 999 360 VERT(CL): 0.001 N 999 240 HORZ(LL): -0.001 N - - HORZ(TL): 0.001 N - - Creep Factor: 2.0 Max TC CSI: 0.188 Max BC CSI: 0.038 Max Web CSI: 0.052 Wgt: 60.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B01 Truss Type GABL Qty 1 Ply 1 2984 03/19/2021 12'4" SEAT PLATE REQ. 6'2"6'2" 1'5"9 1'5"9 4"33'5"34'0"15A B C D E F G H I JKLMN 6 12 2X4(A1) 4X4 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 120 0.15 12.19 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 558 /- /- /335 /246 /123 D 558 /- /- /335 /246 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 505 -629 Chords Tens. Comp. C - D 505 -629 D - E 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 497 -240 Chords Tens. Comp. F - D 497 -240 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 231 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: 25.00 ft TCDL: 5.0 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): 0.010 F 999 360 VERT(CL): 0.018 F 999 240 HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F - - Creep Factor: 2.0 Max TC CSI: 0.398 Max BC CSI: 0.329 Max Web CSI: 0.088 Wgt: 51.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B02 Truss Type COMN Qty 3 Ply 1 2983 03/19/2021 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"6'2" 1'5"9 1'5"9 4"33'5"34'0"15A B C D EF 6 12 2X4(A1) 4X4 1.5X3 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 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 12.19 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 558 /- /- /335 /246 /123 D 558 /- /- /335 /246 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 505 -629 Chords Tens. Comp. C - D 505 -629 D - E 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 497 -240 Chords Tens. Comp. F - D 497 -240 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 231 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: 25.00 ft TCDL: 5.0 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): 0.010 F 999 360 VERT(CL): 0.018 F 999 240 HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F - - Creep Factor: 2.0 Max TC CSI: 0.398 Max BC CSI: 0.329 Max Web CSI: 0.088 Wgt: 51.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B02 Truss Type COMN Qty 3 Ply 1 2983 03/19/2021 12'4" SEAT PLATE REQ.SEAT PLATE REQ. 6'2"6'2" 1'5"9 1'5"9 4"33'5"34'0"15A B C D EF 6 12 2X4(A1) 4X4 1.5X3 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 120 0.15 11.79 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 553 /- /- /331 /245 /104 D 450 /- /- /237 /187 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.9 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 412 -613 Chords Tens. Comp. C - D 417 -614 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 483 -274 Chords Tens. Comp. E - D 483 -274 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 222 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: 25.00 ft TCDL: 5.0 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): 0.009 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): 0.004 E - - HORZ(TL): 0.008 E - - Creep Factor: 2.0 Max TC CSI: 0.350 Max BC CSI: 0.711 Max Web CSI: 0.085 Wgt: 44.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B03 Truss Type SPEC Qty 1 Ply 1 2982 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 6'2"5'9"14 1'5"9 4"3 6"43'5"34'0"15A B C D E 6 12 2X4(A1) 4X4 1.5X3 3X4(B1) **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 11.79 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 553 /- /- /331 /245 /104 D 450 /- /- /237 /187 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.9 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 412 -613 Chords Tens. Comp. C - D 417 -614 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - E 483 -274 Chords Tens. Comp. E - D 483 -274 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - E 222 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: 25.00 ft TCDL: 5.0 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): 0.009 E 999 360 VERT(CL): 0.017 E 999 240 HORZ(LL): 0.004 E - - HORZ(TL): 0.008 E - - Creep Factor: 2.0 Max TC CSI: 0.350 Max BC CSI: 0.711 Max Web CSI: 0.085 Wgt: 44.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B03 Truss Type SPEC Qty 1 Ply 1 2982 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 6'2"5'9"14 1'5"9 4"3 6"43'5"34'0"15A B C D E 6 12 2X4(A1) 4X4 1.5X3 3X4(B1) 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 W2 2x4 SP #2; W3 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 74 0.15 11.99 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 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 gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1151 /- /- /641 /549 /814 H 1013 /- /- /515 /710 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.9 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 290 -1288 C - D 56 -293 Chords Tens. Comp. D - E 177 -314 E - F 266 -232 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 993 -793 Chords Tens. Comp. I - H 992 -794 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 219 0 C - J 1005 -1244 J - K 960 -1198 Webs Tens. Comp. K - G 1022 -1275 G - F 292 -346 G - H 769 -974 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - J 93 -93 Gables Tens. Comp. E - K 159 -173 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 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: 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): -0.100 E 999 360 VERT(CL): 0.173 E 822 240 HORZ(LL): -0.054 E - - HORZ(TL): 0.081 E - - Creep Factor: 2.0 Max TC CSI: 0.632 Max BC CSI: 0.988 Max Web CSI: 0.911 Wgt: 74.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B04 Truss Type GABL Qty 1 Ply 1 2981 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"26'11"14(a) A B C D E F G HI J K 6 12 3X4(A1) 3X4 4X6 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 M-30 Bot chord 2x4 SP #2 Webs 2x4 SP #3 W2 2x4 SP #2; W3 2x6 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 74 0.15 11.99 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 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 gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1151 /- /- /641 /549 /814 H 1013 /- /- /515 /710 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 3.9 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 290 -1288 C - D 56 -293 Chords Tens. Comp. D - E 177 -314 E - F 266 -232 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 993 -793 Chords Tens. Comp. I - H 992 -794 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. I - C 219 0 C - J 1005 -1244 J - K 960 -1198 Webs Tens. Comp. K - G 1022 -1275 G - F 292 -346 G - H 769 -974 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. D - J 93 -93 Gables Tens. Comp. E - K 159 -173 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: 0 to h/2 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: 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): -0.100 E 999 360 VERT(CL): 0.173 E 822 240 HORZ(LL): -0.054 E - - HORZ(TL): 0.081 E - - Creep Factor: 2.0 Max TC CSI: 0.632 Max BC CSI: 0.988 Max Web CSI: 0.911 Wgt: 74.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B04 Truss Type GABL Qty 1 Ply 1 2981 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"26'11"14(a) A B C D E F G HI J K 6 12 3X4(A1) 3X4 4X6 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 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 11.99 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 557 /- /- /363 /76 /242 E 446 /- /- /299 /157 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.9 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 140 -625 Chords Tens. Comp. C - D 60 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 496 -399 Chords Tens. Comp. F - E 493 -401 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 238 0 C - E 461 -567 Webs Tens. Comp. D - E 171 -135 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: 25.00 ft TCDL: 5.0 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): 0.011 F 999 360 VERT(CL): 0.020 F 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.009 E - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.417 Max Web CSI: 0.444 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B05 Truss Type MONO Qty 2 Ply 1 2923 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"26'11"14A B C D EF 6 12 2X4(A1) 1.5X3 3X4 1.5X3 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 120 0.15 11.99 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. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 557 /- /- /363 /76 /242 E 446 /- /- /299 /157 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.9 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 140 -625 Chords Tens. Comp. C - D 60 -105 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 496 -399 Chords Tens. Comp. F - E 493 -401 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. F - C 238 0 C - E 461 -567 Webs Tens. Comp. D - E 171 -135 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: 25.00 ft TCDL: 5.0 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): 0.011 F 999 360 VERT(CL): 0.020 F 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.009 E - - Creep Factor: 2.0 Max TC CSI: 0.569 Max BC CSI: 0.417 Max Web CSI: 0.444 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss B05 Truss Type MONO Qty 2 Ply 1 2923 03/19/2021 11'11"14 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"26'11"14A B C D EF 6 12 2X4(A1) 1.5X3 3X4 1.5X3 3X6(R) 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 M-30 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 2.03 TC: From 31 plf at 2.03 to 31 plf at 17.30 TC: From 62 plf at 17.30 to 62 plf at 20.80 BC: From 7 plf at 0.00 to 7 plf at 19.33 TC: 46 lb Conc. Load at 2.03,17.30 TC: 26 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 BC: 59 lb Conc. Load at 2.03,17.30 BC: 25 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 Plating Notes All plates are 1.5X3 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) BC 115 0.15 19.19 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 1736 /- /- /- /445 /- J 1736 /- /- /- /445 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 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 82 -25 B - C 657 -2747 C - D 534 -2385 D - E 440 -1898 E - F 506 -1835 Chords Tens. Comp. F - G 506 -1835 G - H 440 -1898 H - I 534 -2384 I - J 657 -2747 J - K 82 -25 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 2350 -554 Chords Tens. Comp. L - J 2350 -554 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 131 -275 D - N 213 -543 M - O 131 -274 N - O 211 -537 O - P 295 -781 P - L 428 -1112 P - Q 202 -148 F - Q 1158 -332 Webs Tens. Comp. L - R 428 -1112 Q - L 1161 -334 Q - R 202 -148 R - S 295 -781 S - T 211 -537 S - U 131 -275 T - H 212 -542 U - I 131 -276 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. M - N 3 -13 E - P 110 -294 Gables Tens. Comp. R - G 110 -294 T - U 3 -14 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: 25.00 ft TCDL: 5.0 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): 0.084 E 999 360 VERT(CL): 0.165 E 999 240 HORZ(LL): 0.031 L - - HORZ(TL): 0.060 L - - Creep Factor: 2.0 Max TC CSI: 0.580 Max BC CSI: 0.984 Max Web CSI: 0.618 Wgt: 124.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C01 Truss Type GABL Qty 1 Ply 1 2997 03/19/2021 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'5"9 1'5"9 4"35'2"35'9"15A B C D E F G H I J KL M N OP Q R S T U 6 12 3X6(A1) 3X6 4X4 4X6 6X6 3X6 3X6(A1) 2'0"6 59# 46# 2'0"6 25# 26# 2' 25# 26# 2' 25# 26# 1'7"4 25# 26# 1'7"4 25# 26# 2' 25# 26# 2' 25# 26# 2'0"6 59# 46# 2'0"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 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 -1.46 to 62 plf at 2.03 TC: From 31 plf at 2.03 to 31 plf at 17.30 TC: From 62 plf at 17.30 to 62 plf at 20.80 BC: From 7 plf at 0.00 to 7 plf at 19.33 TC: 46 lb Conc. Load at 2.03,17.30 TC: 26 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 BC: 59 lb Conc. Load at 2.03,17.30 BC: 25 lb Conc. Load at 4.06, 6.06, 8.06, 9.67 11.27,13.27,15.27 Plating Notes All plates are 1.5X3 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) BC 115 0.15 19.19 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 1736 /- /- /- /445 /- J 1736 /- /- /- /445 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 J Brg Width = 8.0 Min Req = 2.0 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 82 -25 B - C 657 -2747 C - D 534 -2385 D - E 440 -1898 E - F 506 -1835 Chords Tens. Comp. F - G 506 -1835 G - H 440 -1898 H - I 534 -2384 I - J 657 -2747 J - K 82 -25 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - L 2350 -554 Chords Tens. Comp. L - J 2350 -554 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 131 -275 D - N 213 -543 M - O 131 -274 N - O 211 -537 O - P 295 -781 P - L 428 -1112 P - Q 202 -148 F - Q 1158 -332 Webs Tens. Comp. L - R 428 -1112 Q - L 1161 -334 Q - R 202 -148 R - S 295 -781 S - T 211 -537 S - U 131 -275 T - H 212 -542 U - I 131 -276 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. M - N 3 -13 E - P 110 -294 Gables Tens. Comp. R - G 110 -294 T - U 3 -14 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: 25.00 ft TCDL: 5.0 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): 0.084 E 999 360 VERT(CL): 0.165 E 999 240 HORZ(LL): 0.031 L - - HORZ(TL): 0.060 L - - Creep Factor: 2.0 Max TC CSI: 0.580 Max BC CSI: 0.984 Max Web CSI: 0.618 Wgt: 124.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C01 Truss Type GABL Qty 1 Ply 1 2997 03/19/2021 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'5"9 1'5"9 4"35'2"35'9"15A B C D E F G H I J KL M N OP Q R S T U 6 12 3X6(A1) 3X6 4X4 4X6 6X6 3X6 3X6(A1) 2'0"6 59# 46# 2'0"6 25# 26# 2' 25# 26# 2' 25# 26# 1'7"4 25# 26# 1'7"4 25# 26# 2' 25# 26# 2' 25# 26# 2'0"6 59# 46# 2'0"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 115 0.15 19.19 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 825 /- /- /473 /360 /170 F 825 /- /- /384 /360 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 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 39 0 B - C 573 -1319 C - D 696 -1307 Chords Tens. Comp. D - E 697 -1305 E - F 575 -1318 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1131 -407 I - H 708 -193 Chords Tens. Comp. H - F 1130 -413 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 265 -254 I - D 551 -262 Webs Tens. Comp. D - H 545 -264 H - E 265 -254 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: 25.00 ft TCDL: 5.0 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): 0.043 I 999 360 VERT(CL): 0.081 I 999 240 HORZ(LL): 0.016 C - - HORZ(TL): 0.029 C - - Creep Factor: 2.0 Max TC CSI: 0.332 Max BC CSI: 0.983 Max Web CSI: 0.259 Wgt: 93.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C02 Truss Type COMN Qty 3 Ply 1 2979 03/19/2021 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'5"9 1'5"9 4"35'2"35'9"15A B C D E F G HI 6 12 3X4(A1) 1.5X3 3X4 4X4 5X6 1.5X3 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 115 0.15 19.19 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 825 /- /- /473 /360 /170 F 825 /- /- /384 /360 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 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 39 0 B - C 573 -1319 C - D 696 -1307 Chords Tens. Comp. D - E 697 -1305 E - F 575 -1318 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1131 -407 I - H 708 -193 Chords Tens. Comp. H - F 1130 -413 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 265 -254 I - D 551 -262 Webs Tens. Comp. D - H 545 -264 H - E 265 -254 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: 25.00 ft TCDL: 5.0 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): 0.043 I 999 360 VERT(CL): 0.081 I 999 240 HORZ(LL): 0.016 C - - HORZ(TL): 0.029 C - - Creep Factor: 2.0 Max TC CSI: 0.332 Max BC CSI: 0.983 Max Web CSI: 0.259 Wgt: 93.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C02 Truss Type COMN Qty 3 Ply 1 2979 03/19/2021 19'4" SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'8" 1'5"9 1'5"9 4"35'2"35'9"15A B C D E F G HI 6 12 3X4(A1) 1.5X3 3X4 4X4 5X6 1.5X3 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 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 116 0.15 18.71 BC 75 18.86 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. 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. Right bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 815 /- /- /486 /166 /294 R 529 /-81 /- /472 /529 /- Q 718 /- /- /717 /283 /- N 228 /- /- /218 /90 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 3.5 Min Req = 1.5 N Brg Width = 3.5 Min Req = 1.5 Bearings B, R, Q, & N are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 363 -1293 C - D 457 -1283 D - E 469 -1189 E - F 173 -394 F - G 172 -348 Chords Tens. Comp. G - H 201 -317 H - I 152 -95 I - J 191 -79 J - K 288 -138 K - L 153 -31 L - M 85 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 1109 -551 U - T 684 -387 T - S 684 -387 S - R 382 -198 Chords Tens. Comp. Q - P 9 -8 P - O 50 -48 O - N 50 -48 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - U 217 -260 U - E 546 -194 E - V 77 -134 E - S 257 -401 V - W 71 -124 W - X 85 -146 X - Z 73 -129 H - Y 267 -583 Z -AB 82 -137 Webs Tens. Comp. AA-AB 306 -649 AB- R 371 -761 R - Q 466 -549 Q - J 282 -335 K - P 314 -424 P -AC 63 -78 AC-AD 45 -53 AD- M 53 -62 M - N 163 -146 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. F - V 29 -21 G - W 40 -53 S - X 471 -104 Gables Tens. Comp. Y - I 67 -93 Z -AA 22 -19 AC- L 148 -145 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: 25.00 ft TCDL: 5.0 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): 0.057 L 999 360 VERT(CL): 0.108 L 737 240 HORZ(LL): -0.047 L - - HORZ(TL): 0.089 L - - Creep Factor: 2.0 Max TC CSI: 0.430 Max BC CSI: 0.997 Max Web CSI: 0.818 Wgt: 200.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C03 Truss Type GABL Qty 1 Ply 1 3346 03/19/2021 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'5"9 25'11"8 4"3 4'11"1'5"79'10"310'5"15(a) A B C D E F G H I JK L M NOPQ RSTU V W X Y Z AA AB AC AD 6 12 3X4(A1) 3X4 3X6 3X6 3X8 3X4 4X6 3X4 3X6(R) 3X3 4X4 1.5X3(**) 3X4 3X3 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 (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 1.5X3 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) BC 116 0.15 18.71 BC 75 18.86 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. 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. Right bottom chord exposed to wind. Additional Notes See STD DETAILS for gable wind bracing requirements. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 815 /- /- /486 /166 /294 R 529 /-81 /- /472 /529 /- Q 718 /- /- /717 /283 /- N 228 /- /- /218 /90 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 R Brg Width = 8.0 Min Req = 1.5 Q Brg Width = 3.5 Min Req = 1.5 N Brg Width = 3.5 Min Req = 1.5 Bearings B, R, Q, & N are a rigid surface. Bearings B & R require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 363 -1293 C - D 457 -1283 D - E 469 -1189 E - F 173 -394 F - G 172 -348 Chords Tens. Comp. G - H 201 -317 H - I 152 -95 I - J 191 -79 J - K 288 -138 K - L 153 -31 L - M 85 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 1109 -551 U - T 684 -387 T - S 684 -387 S - R 382 -198 Chords Tens. Comp. Q - P 9 -8 P - O 50 -48 O - N 50 -48 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - U 217 -260 U - E 546 -194 E - V 77 -134 E - S 257 -401 V - W 71 -124 W - X 85 -146 X - Z 73 -129 H - Y 267 -583 Z -AB 82 -137 Webs Tens. Comp. AA-AB 306 -649 AB- R 371 -761 R - Q 466 -549 Q - J 282 -335 K - P 314 -424 P -AC 63 -78 AC-AD 45 -53 AD- M 53 -62 M - N 163 -146 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. F - V 29 -21 G - W 40 -53 S - X 471 -104 Gables Tens. Comp. Y - I 67 -93 Z -AA 22 -19 AC- L 148 -145 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: 25.00 ft TCDL: 5.0 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): 0.057 L 999 360 VERT(CL): 0.108 L 737 240 HORZ(LL): -0.047 L - - HORZ(TL): 0.089 L - - Creep Factor: 2.0 Max TC CSI: 0.430 Max BC CSI: 0.997 Max Web CSI: 0.818 Wgt: 200.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C03 Truss Type GABL Qty 1 Ply 1 3346 03/19/2021 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'5"9 25'11"8 4"3 4'11"1'5"79'10"310'5"15(a) A B C D E F G H I JK L M NOPQ RSTU V W X Y Z AA AB AC AD 6 12 3X4(A1) 3X4 3X6 3X6 3X8 3X4 4X6 3X4 3X6(R) 3X3 4X4 1.5X3(**) 3X4 3X3 1.5X4 Rama Pranav Kristam, P.E.# 88906 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 X - H 480 -131 AD- O 126 -81 Truss C03 Truss Type GABL Qty 1 Ply 1 3346 03/19/2021 **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 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 117 0.15 18.71 BC 75 19.19 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 810 /- /- /486 /161 /294 J 803 /- /- /491 /660 /- I 491 /- /- /760 /429 /- H 258 /- /- /238 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings B, J, I, & H are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 353 -1281 C - D 456 -1268 Chords Tens. Comp. D - E 203 -431 E - F 171 -91 F - G 125 -104 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - M 1097 -541 M - L 682 -383 L - K 682 -383 Chords Tens. Comp. K - J 302 -151 I - H 236 -258 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 212 -255 M - D 540 -187 D - K 312 -502 K - E 513 -138 E - J 339 -704 Webs Tens. Comp. J - I 520 -509 I - F 92 -300 I - G 69 -80 G - H 176 -218 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: 25.00 ft TCDL: 5.0 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): 0.038 M 999 360 VERT(CL): 0.071 M 999 240 HORZ(LL): -0.014 F - - HORZ(TL): 0.028 I - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.975 Max Web CSI: 0.492 Wgt: 155.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C04 Truss Type SPEC Qty 2 Ply 1 3349 03/19/2021 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'5"9 25'11"8 4"3 4'11"1'5"79'10"310'5"15(a) A B C D E F G HI JKLM 6 12 3X4(A1) 1.5X3 3X4 3X6 5X12 3X4 3X4 3X6(R) 4X6(R) 4X4 4X4 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 (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 117 0.15 18.71 BC 75 19.19 25.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Right bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 810 /- /- /486 /161 /294 J 803 /- /- /491 /660 /- I 491 /- /- /760 /429 /- H 258 /- /- /238 /98 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 H Brg Width = 3.5 Min Req = 1.5 Bearings B, J, I, & H are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 353 -1281 C - D 456 -1268 Chords Tens. Comp. D - E 203 -431 E - F 171 -91 F - G 125 -104 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - M 1097 -541 M - L 682 -383 L - K 682 -383 Chords Tens. Comp. K - J 302 -151 I - H 236 -258 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - M 212 -255 M - D 540 -187 D - K 312 -502 K - E 513 -138 E - J 339 -704 Webs Tens. Comp. J - I 520 -509 I - F 92 -300 I - G 69 -80 G - H 176 -218 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: 25.00 ft TCDL: 5.0 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): 0.038 M 999 360 VERT(CL): 0.071 M 999 240 HORZ(LL): -0.014 F - - HORZ(TL): 0.028 I - - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.975 Max Web CSI: 0.492 Wgt: 155.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss C04 Truss Type SPEC Qty 2 Ply 1 3349 03/19/2021 19'2"4 6'9"4 SEAT PLATE REQ.SEAT PLATE REQ. 19'6'11"8 19'6'11"81'5"9 25'11"8 4"3 4'11"1'5"79'10"310'5"15(a) A B C D E F G HI JKLM 6 12 3X4(A1) 1.5X3 3X4 3X6 5X12 3X4 3X4 3X6(R) 4X6(R) 4X4 4X4 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 W2 2x6 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 0.00 9.33 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 and right cantilevers are exposed to wind 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 K 466 /- /- /405 /190 /103 I 467 /- /- /168 /130 /- Wind reactions based on MWFRS K Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings K & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 55 -79 C - D 169 -118 Chords Tens. Comp. D - E 138 -118 E - F 50 -83 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 112 -16 K - J 138 -20 Chords Tens. Comp. J - I 138 -20 I - H 127 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 141 -90 C - K 287 -258 D - J 131 -99 Webs Tens. Comp. I - E 299 -258 F - H 106 -90 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: > 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): 0.034 D 999 360 VERT(CL): 0.063 D 999 240 HORZ(LL): 0.025 E - - HORZ(TL): 0.051 E - - Creep Factor: 2.0 Max TC CSI: 0.391 Max BC CSI: 0.319 Max Web CSI: 0.134 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss E01 Truss Type COMN Qty 1 Ply 1 2976 03/19/2021 1'2"8 6'11"1'2"8 4'8"4'8" 9'4"1'5"9 1'5"9 10"33'2"33'3"15A B C D E F G HIJKL 6 12 1.5X3 1.5X3 1.5X3 1.5X3 4X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 **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 W2 2x6 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 0.00 9.33 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 and right cantilevers are exposed to wind 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 K 466 /- /- /405 /190 /103 I 467 /- /- /168 /130 /- Wind reactions based on MWFRS K Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings K & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 55 -79 C - D 169 -118 Chords Tens. Comp. D - E 138 -118 E - F 50 -83 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. L - K 112 -16 K - J 138 -20 Chords Tens. Comp. J - I 138 -20 I - H 127 -12 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - L 141 -90 C - K 287 -258 D - J 131 -99 Webs Tens. Comp. I - E 299 -258 F - H 106 -90 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: 25.00 ft TCDL: 5.0 psf BCDL: 4.2 psf MWFRS Parallel Dist: > 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): 0.034 D 999 360 VERT(CL): 0.063 D 999 240 HORZ(LL): 0.025 E - - HORZ(TL): 0.051 E - - Creep Factor: 2.0 Max TC CSI: 0.391 Max BC CSI: 0.319 Max Web CSI: 0.134 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss E01 Truss Type COMN Qty 1 Ply 1 2976 03/19/2021 1'2"8 6'11"1'2"8 4'8"4'8" 9'4"1'5"9 1'5"9 10"33'2"33'3"15A B C D E F G HIJKL 6 12 1.5X3 1.5X3 1.5X3 1.5X3 4X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 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 -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 2.77 BC: From 2 plf at 0.00 to 2 plf at 2.77 TC: -25 lb Conc. Load at 1.46 BC: 10 lb Conc. Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 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 139 /- /- /- /115 /- D 34 /-5 /- /- /18 /- C 20 /-17 /- /- /34 /- Wind reactions based on MWFRS B Brg Width = 10.6 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 19 -13 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: 25.00 ft TCDL: 5.0 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): -0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.103 Max BC CSI: 0.050 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss HJ2 Truss Type HIP_ Qty 2 Ply 1 2996 03/19/2021 SEAT PLATE REQ. 2'9"31'11"13 4"3 1'3"141'11"7A B C D 4.24 12 2X4(A1) 1'5"8 10# -25# 1'3"11 **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 -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 2.77 BC: From 2 plf at 0.00 to 2 plf at 2.77 TC: -25 lb Conc. Load at 1.46 BC: 10 lb Conc. Load at 1.46 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 31 0.15 2.77 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. 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 139 /- /- /- /115 /- D 34 /-5 /- /- /18 /- C 20 /-17 /- /- /34 /- Wind reactions based on MWFRS B Brg Width = 10.6 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 19 -13 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: 25.00 ft TCDL: 5.0 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): -0.001 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.103 Max BC CSI: 0.050 Max Web CSI: 0.000 Wgt: 12.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss HJ2 Truss Type HIP_ Qty 2 Ply 1 2996 03/19/2021 SEAT PLATE REQ. 2'9"31'11"13 4"3 1'3"141'11"7A B C D 4.24 12 2X4(A1) 1'5"8 10# -25# 1'3"11 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 1.00 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 218 /- /- /196 /709 /250 D 5 /-14 /- /75 /17 /- C - /-40 /- /167 /50 /- Wind reactions based on MWFRS B Brg Width = 8.0 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 39 0 Chords Tens. Comp. B - C 75 -33 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: 25.00 ft TCDL: 5.0 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 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.053 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss J1 Truss Type JACK Qty 4 Ply 1 2975 03/19/2021 SEAT PLATE REQ. 1'1'5"9 4"3 10"31'5"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 10 0.15 1.00 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 218 /- /- /196 /709 /250 D 5 /-14 /- /75 /17 /- C - /-40 /- /167 /50 /- Wind reactions based on MWFRS B Brg Width = 8.0 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 39 0 Chords Tens. Comp. B - C 75 -33 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: 25.00 ft TCDL: 5.0 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 D - - HORZ(TL): 0.002 D - - Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.053 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss J1 Truss Type JACK Qty 4 Ply 1 2975 03/19/2021 SEAT PLATE REQ. 1'1'5"9 4"3 10"31'5"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 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 22 0.15 2.00 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 209 /- /- /170 /93 /83 D 25 /- /- /17 /5 /- C 26 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 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 39 0 Chords Tens. Comp. B - C 12 -40 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: 25.00 ft TCDL: 5.0 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: 0.283 Max BC CSI: 0.058 Max Web CSI: 0.000 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss J2 Truss Type EJAC Qty 9 Ply 1 2974 03/19/2021 SEAT PLATE REQ. 2'1'5"9 4"3 1'4"31'11"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 22 0.15 2.00 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 209 /- /- /170 /93 /83 D 25 /- /- /17 /5 /- C 26 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 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 39 0 Chords Tens. Comp. B - C 12 -40 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: 25.00 ft TCDL: 5.0 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: 0.283 Max BC CSI: 0.058 Max Web CSI: 0.000 Wgt: 8.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCMB3 Truss J2 Truss Type EJAC Qty 9 Ply 1 2974 03/19/2021 SEAT PLATE REQ. 2'1'5"9 4"3 1'4"31'11"15A B C D 6 12 2X4(A1) 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