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HomeMy WebLinkAboutAPPROVED Truss Engineering(1)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 CRMSCM1560B1L 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 1560 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 44 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 28,2021. 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 3720 A01 2/24/21 2 3679 A02 2/24/21 3 3680 A03 2/24/21 4 3681 A04 2/24/21 5 3727 A05 2/24/21 6 3683 A06 2/24/21 7 3684 A07 2/24/21 8 3685 A08 2/24/21 9 3686 A09 2/24/21 10 3687 A10 2/24/21 11 3688 A11 2/24/21 12 3689 A12 2/24/21 No.Seq #Truss Name Date 13 3690 A13 2/24/21 14 3731 B01 2/24/21 15 3691 B02 2/24/21 16 3692 B03 2/24/21 17 3722 C01 2/24/21 18 3693 C02 2/24/21 19 3694 C03 2/24/21 20 3695 E01 2/24/21 21 3696 E02 2/24/21 22 3697 E03 2/24/21 23 3698 GE01 2/24/21 24 3716 HJ7 2/24/21 No.Seq #Truss Name Date 25 3717 HJ7A 2/24/21 26 3718 HJ7B 2/24/21 27 3719 HJ7P 2/24/21 28 3699 J1 2/24/21 29 3700 J1P 2/24/21 30 3701 J3 2/24/21 31 3702 J3A 2/24/21 32 3703 J3P 2/24/21 33 3704 J5 2/24/21 34 3705 J5A 2/24/21 35 3706 J5B 2/24/21 36 3707 J5P 2/24/21 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 CRMSCM1560B1L Page 2 of 2 No.Seq #Truss Name Date 37 3708 J6 2/24/21 38 3709 J7 2/24/21 39 3710 J7C 2/24/21 40 3711 J7P 2/24/21 41 3712 VM01 2/24/21 42 3713 VM02 2/24/21 43 3714 VM03 2/24/21 44 3715 VM04 2/24/21 45 STDL01 STD. DETAIL 2/24/21 46 STDL02 STD. DETAIL 2/24/21 47 STDL03 STD. DETAIL 2/24/21 48 STDL04 STD. DETAIL 2/24/21 49 STDL05 STD. DETAIL 2/24/21 50 STDL06 STD. DETAIL 2/24/21 51 STDL07 STD. DETAIL 2/24/21 52 STDL08 STD. DETAIL 2/24/21 53 STDL09 STD. DETAIL 2/24/21 54 STDL10 STD. DETAIL 2/24/21 55 STDL11 STD. DETAIL 2/24/21 56 STDL12 STD. DETAIL 2/24/21 57 STDL13 STD. DETAIL 2/24/21 58 STDL14 STD. DETAIL 2/24/21 59 STDL15 STD. DETAIL 2/24/21 60 STDL16 STD. DETAIL 2/24/21 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 B2 2x4 SP M-30; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 31.00 TC: From 62 plf at 31.00 to 62 plf at 39.46 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 30.97 BC: From 14 plf at 30.97 to 14 plf at 38.00 TC: 254 lb Conc. Load at 7.03,30.97 TC: 184 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.00 TC: 186 lb Conc. Load at 20.94,22.94,24.94,26.94 28.94 BC: 442 lb Conc. Load at 7.03,30.97 BC: 107 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.00 BC: 111 lb Conc. Load at 20.94,22.94,24.94,26.94 28.94 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 7.00 31.00 BC 70 0.15 8.22 BC 76 8.26 19.51 BC 75 19.51 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 and reactions based on MWFRS. 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 1441 /- /- /- /623 /- P 4556 /- /- /- /2567 /- K 844 /- /- /- /514 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 P Brg Width = 8.0 Min Req = 5.4 K Brg Width = 8.0 Min Req = 1.5 Bearings B, P, & K are a rigid surface. Bearings B, P, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -22 B - C 1087 -2457 C - D 1267 -2841 D - E 745 -1890 E - F 1292 -777 F - G 1292 -777 Chords Tens. Comp. G - H 1294 -775 H - I 2352 -1265 I - J 292 -12 J - K 862 -1189 K - L 39 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2112 -923 V - U 85 -52 T - S 2873 -1283 S - Q 1817 -726 R - P 19 -52 Chords Tens. Comp. P - O 0 -374 O - N 0 -374 N - M 1010 -740 M - K 986 -725 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 643 -1125 C - T 1923 -928 V - T 2616 -1106 T - U 0 -144 T - D 133 0 D - S 610 -1125 S - E 790 -196 E - Q 1678 -3416 G - Q 361 -499 Webs Tens. Comp. Q - R 44 -29 Q - H 1704 -767 Q - P 1295 -2386 H - P 891 -1715 P - I 1765 -2714 I - N 1092 -635 N - J 726 -1341 M - J 598 -362 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: 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): 0.121 D 999 360 VERT(CL): 0.228 D 999 240 HORZ(LL): 0.055 M - - HORZ(TL): 0.103 M - - Creep Factor: 2.0 Max TC CSI: 0.671 Max BC CSI: 0.995 Max Web CSI: 0.997 Wgt: 205.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A01 Truss Type HIPS Qty 1 Ply 1 3720 02/24/2021 21'8"16'4" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 7'24'7' 8'4"6 11'18'7"91'5"9 1'5"9 38' 4"38"3'10"34'5"15(a)(a) A B C D E F G H I J K L MNOP Q RS TUV 6 12 3X6(A1) 6X8 5X6 10X10 1.5X3 3X4 3X4 3X10 3X6 1.5X3 6X10 1.5X3 4X6 5X8 3X6 4X6 4X4 2X4 6X6 3X6(A1) 7'0"6 442# 254# 2'0"6 107# 184# 2' 107# 184# 2' 107# 184# 2' 107# 184# 2' 107# 184# 1'11"4 107# 184# 1'11"4 111# 186# 2' 111# 186# 2' 111# 186# 2' 111# 186# 2' 111# 186# 2'0"6 442# 254# 7'0"6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 T2 2x4 SP M-30; Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 31.00 TC: From 62 plf at 31.00 to 62 plf at 39.46 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 30.97 BC: From 14 plf at 30.97 to 14 plf at 38.00 TC: 254 lb Conc. Load at 7.03,30.97 TC: 184 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.00 TC: 186 lb Conc. Load at 20.94,22.94,24.94,26.94 28.94 BC: 442 lb Conc. Load at 7.03,30.97 BC: 107 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.00 BC: 111 lb Conc. Load at 20.94,22.94,24.94,26.94 28.94 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 7.00 31.00 BC 70 0.15 8.22 BC 76 8.26 19.51 BC 75 19.51 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 and reactions based on MWFRS. 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 1441 /- /- /- /623 /- P 4556 /- /- /- /2567 /- K 844 /- /- /- /514 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.7 P Brg Width = 8.0 Min Req = 5.4 K Brg Width = 8.0 Min Req = 1.5 Bearings B, P, & K are a rigid surface. Bearings B, P, & K require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -22 B - C 1087 -2457 C - D 1267 -2841 D - E 745 -1890 E - F 1292 -777 F - G 1292 -777 Chords Tens. Comp. G - H 1294 -775 H - I 2352 -1265 I - J 292 -12 J - K 862 -1189 K - L 39 -22 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2112 -923 V - U 85 -52 T - S 2873 -1283 S - Q 1817 -726 R - P 19 -52 Chords Tens. Comp. P - O 0 -374 O - N 0 -374 N - M 1010 -740 M - K 986 -725 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 643 -1125 C - T 1923 -928 V - T 2616 -1106 T - U 0 -144 T - D 133 0 D - S 610 -1125 S - E 790 -196 E - Q 1678 -3416 G - Q 361 -499 Webs Tens. Comp. Q - R 44 -29 Q - H 1704 -767 Q - P 1295 -2386 H - P 891 -1715 P - I 1765 -2714 I - N 1092 -635 N - J 726 -1341 M - J 598 -362 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: 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): 0.121 D 999 360 VERT(CL): 0.228 D 999 240 HORZ(LL): 0.055 M - - HORZ(TL): 0.103 M - - Creep Factor: 2.0 Max TC CSI: 0.671 Max BC CSI: 0.995 Max Web CSI: 0.997 Wgt: 205.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A01 Truss Type HIPS Qty 1 Ply 1 3720 02/24/2021 21'8"16'4" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 7'24'7' 8'4"6 11'18'7"91'5"9 1'5"9 38' 4"38"3'10"34'5"15(a)(a) A B C D E F G H I J K L MNOP Q RS TUV 6 12 3X6(A1) 6X8 5X6 10X10 1.5X3 3X4 3X4 3X10 3X6 1.5X3 6X10 1.5X3 4X6 5X8 3X6 4X6 4X4 2X4 6X6 3X6(A1) 7'0"6 442# 254# 2'0"6 107# 184# 2' 107# 184# 2' 107# 184# 2' 107# 184# 2' 107# 184# 1'11"4 107# 184# 1'11"4 111# 186# 2' 111# 186# 2' 111# 186# 2' 111# 186# 2' 111# 186# 2'0"6 442# 254# 7'0"6 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 Webs 2x4 SP #3 W1 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 29.00 BC 97 0.15 8.22 BC 120 8.21 19.51 BC 75 19.51 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. Additional Notes Negative reaction(s) of -192# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 683 /- /- /418 /273 /171 P 2042 /- /- /1064 /746 /- K* 45 /-12 /- /26 /11 /- O /-112 N /-270 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.4 K Brg Width = 192 Min Req = - Bearings B, P, & P are a rigid surface. Bearings B, P, & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 451 -784 C - D 703 -928 D - E 325 -218 E - F 827 -301 F - G 827 -301 Chords Tens. Comp. G - H 826 -300 H - I 1151 -502 I - J 546 -118 J - K 243 -372 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 613 -268 T - S 574 -224 S - Q 191 -65 R - P 5 -17 Chords Tens. Comp. P - O 385 -587 O - N 222 -140 N - M 222 -140 M - K 216 -149 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 457 -580 T - U 130 0 T - D 713 -436 D - S 229 -459 S - E 397 -79 E - Q 727 -1227 G - Q 234 -251 Q - R 14 -5 Webs Tens. Comp. Q - H 652 -396 Q - P 787 -1190 H - P 472 -696 P - I 622 -1075 I - O 653 -230 O - J 451 -803 M - J 311 -161 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): 0.087 C 999 360 VERT(CL): 0.162 C 999 240 HORZ(LL): 0.057 Q - - HORZ(TL): 0.108 Q - - Creep Factor: 2.0 Max TC CSI: 0.676 Max BC CSI: 0.729 Max Web CSI: 0.999 Wgt: 211.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A02 Truss Type HIPS Qty 1 Ply 1 3679 02/24/2021 21'8"16'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 9'20'9' 8'4"6 11'18'7"91'5"9 1'5"9 38' 4"38"4'10"35'5"15(a) A B C D E F G H I J K L MNOP Q RS TU 6 12 3X6(A1) 1.5X4 4X6(R) 5X6 3X6 1.5X3 6X6 1.5X3 4X8 3X6 1.5X3 5X6 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 T3 2x4 SP M-30; Bot chord 2x4 SP #2 Webs 2x4 SP #3 W1 2x4 SP M-30; Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X4 except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.00 29.00 BC 97 0.15 8.22 BC 120 8.21 19.51 BC 75 19.51 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. Additional Notes Negative reaction(s) of -192# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 683 /- /- /418 /273 /171 P 2042 /- /- /1064 /746 /- K* 45 /-12 /- /26 /11 /- O /-112 N /-270 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 P Brg Width = 8.0 Min Req = 2.4 K Brg Width = 192 Min Req = - Bearings B, P, & P are a rigid surface. Bearings B, P, & P require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 451 -784 C - D 703 -928 D - E 325 -218 E - F 827 -301 F - G 827 -301 Chords Tens. Comp. G - H 826 -300 H - I 1151 -502 I - J 546 -118 J - K 243 -372 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - U 613 -268 T - S 574 -224 S - Q 191 -65 R - P 5 -17 Chords Tens. Comp. P - O 385 -587 O - N 222 -140 N - M 222 -140 M - K 216 -149 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 457 -580 T - U 130 0 T - D 713 -436 D - S 229 -459 S - E 397 -79 E - Q 727 -1227 G - Q 234 -251 Q - R 14 -5 Webs Tens. Comp. Q - H 652 -396 Q - P 787 -1190 H - P 472 -696 P - I 622 -1075 I - O 653 -230 O - J 451 -803 M - J 311 -161 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): 0.087 C 999 360 VERT(CL): 0.162 C 999 240 HORZ(LL): 0.057 Q - - HORZ(TL): 0.108 Q - - Creep Factor: 2.0 Max TC CSI: 0.676 Max BC CSI: 0.729 Max Web CSI: 0.999 Wgt: 211.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A02 Truss Type HIPS Qty 1 Ply 1 3679 02/24/2021 21'8"16'4" SEAT PLATE REQ.SEAT PLATE REQ. SEAT PLATE REQ. 9'20'9' 8'4"6 11'18'7"91'5"9 1'5"9 38' 4"38"4'10"35'5"15(a) A B C D E F G H I J K L MNOP Q RS TU 6 12 3X6(A1) 1.5X4 4X6(R) 5X6 3X6 1.5X3 6X6 1.5X3 4X8 3X6 1.5X3 5X6 3X6(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 T2 2x6 SP 2400f-2.0E; T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord 2x4 SP #2 B3 2x4 SP M-30; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W4 2x4 SP 2400f-2.0E + SP M-31; W5,W6 2x4 SP #2; W7 2x4 SP M-30; 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 11.00 27.00 BC 77 0.15 21.29 BC 78 21.29 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 /- /- /865 /563 /199 I 1543 /- /- /860 /566 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1478 -2699 C - D 1370 -2358 D - E 1574 -2459 E - F 5116 -9293 Chords Tens. Comp. F - G 5173 -9398 G - H 2352 -4394 H - I 2493 -4704 I - J 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2348 -1212 Q - P 2050 -1004 P - O 2050 -1004 O - N 42 -22 Chords Tens. Comp. M - L 4051 -1970 L - K 4033 -1971 K - I 4227 -2157 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 251 -340 D - Q 387 -39 D - O 596 -468 O - E 1394 -2378 O - M 3191 -1660 E - M 7015 -3653 Webs Tens. Comp. F - M 178 -29 M - N 78 0 M - G 5651 -3143 K - G 246 -2 K - H 287 -211 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.833 M 542 360 VERT(CL): 1.574 M 287 240 HORZ(LL): 0.450 K - - HORZ(TL): 0.851 K - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.993 Max Web CSI: 0.992 Wgt: 210.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A03 Truss Type HIPS Qty 1 Ply 1 3680 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 11'16'11' 21'5"3 16'6"131'5"9 1'5"9 4"33'11"135'10"36'5"15(a)(a) (a) A B C D E F G H I J KL M NOPQ 6 12 3 12 3X6(A1) 1.5X3 6X8(R) 3X4 4X6 6X10 5X12 1.5X3 H1014 1.5X4 H0308 3X4 8X10 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 T2 2x6 SP 2400f-2.0E; T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord 2x4 SP #2 B3 2x4 SP M-30; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W4 2x4 SP 2400f-2.0E + SP M-31; W5,W6 2x4 SP #2; W7 2x4 SP M-30; 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 11.00 27.00 BC 77 0.15 21.29 BC 78 21.29 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 /- /- /865 /563 /199 I 1543 /- /- /860 /566 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1478 -2699 C - D 1370 -2358 D - E 1574 -2459 E - F 5116 -9293 Chords Tens. Comp. F - G 5173 -9398 G - H 2352 -4394 H - I 2493 -4704 I - J 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2348 -1212 Q - P 2050 -1004 P - O 2050 -1004 O - N 42 -22 Chords Tens. Comp. M - L 4051 -1970 L - K 4033 -1971 K - I 4227 -2157 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 251 -340 D - Q 387 -39 D - O 596 -468 O - E 1394 -2378 O - M 3191 -1660 E - M 7015 -3653 Webs Tens. Comp. F - M 178 -29 M - N 78 0 M - G 5651 -3143 K - G 246 -2 K - H 287 -211 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.833 M 542 360 VERT(CL): 1.574 M 287 240 HORZ(LL): 0.450 K - - HORZ(TL): 0.851 K - - Creep Factor: 2.0 Max TC CSI: 0.846 Max BC CSI: 0.993 Max Web CSI: 0.992 Wgt: 210.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A03 Truss Type HIPS Qty 1 Ply 1 3680 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 11'16'11' 21'5"3 16'6"131'5"9 1'5"9 4"33'11"135'10"36'5"15(a)(a) (a) A B C D E F G H I J KL M NOPQ 6 12 3 12 3X6(A1) 1.5X3 6X8(R) 3X4 4X6 6X10 5X12 1.5X3 H1014 1.5X4 H0308 3X4 8X10 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP M-30 T1 2x4 SP #2; Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30; Webs 2x4 SP #3 W5,W6,W7 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 12.67 25.33 BC 94 0.15 21.29 BC 89 21.29 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 /- /- /872 /416 /223 I 1543 /- /- /867 /419 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.7 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1326 -2704 C - D 1246 -2219 D - E 1307 -2109 E - F 3109 -6025 Chords Tens. Comp. F - G 3125 -6059 G - H 2095 -4144 H - I 2213 -4675 I - J 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2341 -1072 S - R 2339 -1074 R - Q 2339 -1074 Q - P 1906 -855 P - O 23 -11 Chords Tens. Comp. N - M 3795 -1685 M - L 4221 -1913 L - K 4207 -1917 K - I 4187 -1897 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 209 0 C - Q 251 -497 D - Q 363 -86 D - P 359 -282 P - E 1229 -2339 P - N 3000 -1388 E - N 4374 -2024 Webs Tens. Comp. F - N 203 -153 N - O 59 0 N - G 2746 -1402 M - G 215 -41 M - H 256 -436 H - K 124 -45 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.582 F 777 360 VERT(CL): 1.099 F 411 240 HORZ(LL): 0.343 K - - HORZ(TL): 0.647 K - - Creep Factor: 2.0 Max TC CSI: 0.647 Max BC CSI: 0.995 Max Web CSI: 0.987 Wgt: 218.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A04 Truss Type HIPS Qty 1 Ply 1 3681 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'8"12'8" 21'5"3 16'6"131'5"9 1'5"9 4"33'11"136'8"37'3"15(a) A B C D E F G H I J K L M N OPQRS 6 12 3 12 3X6(A1) 1.5X3 3X4 3X6 5X6 3X4 7X8 5X8 1.5X3 H1014 1.5X3 3X4 5X10 H0308 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 M-30 T1 2x4 SP #2; Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30; Webs 2x4 SP #3 W5,W6,W7 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 12.67 25.33 BC 94 0.15 21.29 BC 89 21.29 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 /- /- /872 /416 /223 I 1543 /- /- /867 /419 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.7 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1326 -2704 C - D 1246 -2219 D - E 1307 -2109 E - F 3109 -6025 Chords Tens. Comp. F - G 3125 -6059 G - H 2095 -4144 H - I 2213 -4675 I - J 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2341 -1072 S - R 2339 -1074 R - Q 2339 -1074 Q - P 1906 -855 P - O 23 -11 Chords Tens. Comp. N - M 3795 -1685 M - L 4221 -1913 L - K 4207 -1917 K - I 4187 -1897 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. S - C 209 0 C - Q 251 -497 D - Q 363 -86 D - P 359 -282 P - E 1229 -2339 P - N 3000 -1388 E - N 4374 -2024 Webs Tens. Comp. F - N 203 -153 N - O 59 0 N - G 2746 -1402 M - G 215 -41 M - H 256 -436 H - K 124 -45 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.582 F 777 360 VERT(CL): 1.099 F 411 240 HORZ(LL): 0.343 K - - HORZ(TL): 0.647 K - - Creep Factor: 2.0 Max TC CSI: 0.647 Max BC CSI: 0.995 Max Web CSI: 0.987 Wgt: 218.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A04 Truss Type HIPS Qty 1 Ply 1 3681 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 12'8"12'8"12'8" 21'5"3 16'6"131'5"9 1'5"9 4"33'11"136'8"37'3"15(a) A B C D E F G H I J K L M N OPQRS 6 12 3 12 3X6(A1) 1.5X3 3X4 3X6 5X6 3X4 7X8 5X8 1.5X3 H1014 1.5X3 3X4 5X10 H0308 3X4 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 2400f-2.0E + SP M-31; T4,T5 2x4 SP M-30; Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30; Webs 2x4 SP #3 W3 2x4 SP #2; 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) TC 24 14.67 23.33 BC 94 0.15 11.75 BC 89 11.72 19.00 BC 90 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 1542 /- /- /879 /412 /252 K 1545 /- /- /873 /415 /- 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 1191 -2724 C - D 2026 -4568 D - E 2038 -4483 E - F 2158 -4554 F - G 2227 -4865 Chords Tens. Comp. G - H 2227 -4866 H - I 1755 -3844 I - J 1729 -3891 J - K 1991 -4705 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2362 -954 S - R 26 -12 Q - P 3540 -1350 P - O 3507 -1314 Chords Tens. Comp. O - N 4242 -1692 N - M 4238 -1704 M - K 4218 -1690 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 589 -1240 C - Q 1675 -644 S - Q 2654 -1068 E - Q 226 -259 Q - R 78 0 Q - F 1041 -494 Webs Tens. Comp. F - P 1683 -713 G - P 241 -191 P - H 1743 -762 O - H 372 -89 O - J 370 -702 J - M 188 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: 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.537 G 843 360 VERT(CL): 1.015 G 445 240 HORZ(LL): 0.365 M - - HORZ(TL): 0.689 M - - Creep Factor: 2.0 Max TC CSI: 0.654 Max BC CSI: 0.971 Max Web CSI: 0.718 Wgt: 198.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A05 Truss Type HIPS Qty 1 Ply 1 3727 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 14'8"8'8"14'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"17'8"38'3"15A B C D E F G H I J K L M NO P Q RS 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X3 6X8(I) 1.5X4 5X6 1.5X3 H0510 3X4 5X8 H0308 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 2400f-2.0E + SP M-31; T4,T5 2x4 SP M-30; Bot chord 2x4 SP #2 B3,B4 2x4 SP M-30; Webs 2x4 SP #3 W3 2x4 SP #2; 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) TC 24 14.67 23.33 BC 94 0.15 11.75 BC 89 11.72 19.00 BC 90 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 1542 /- /- /879 /412 /252 K 1545 /- /- /873 /415 /- 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 1191 -2724 C - D 2026 -4568 D - E 2038 -4483 E - F 2158 -4554 F - G 2227 -4865 Chords Tens. Comp. G - H 2227 -4866 H - I 1755 -3844 I - J 1729 -3891 J - K 1991 -4705 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - S 2362 -954 S - R 26 -12 Q - P 3540 -1350 P - O 3507 -1314 Chords Tens. Comp. O - N 4242 -1692 N - M 4238 -1704 M - K 4218 -1690 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - S 589 -1240 C - Q 1675 -644 S - Q 2654 -1068 E - Q 226 -259 Q - R 78 0 Q - F 1041 -494 Webs Tens. Comp. F - P 1683 -713 G - P 241 -191 P - H 1743 -762 O - H 372 -89 O - J 370 -702 J - M 188 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: 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.537 G 843 360 VERT(CL): 1.015 G 445 240 HORZ(LL): 0.365 M - - HORZ(TL): 0.689 M - - Creep Factor: 2.0 Max TC CSI: 0.654 Max BC CSI: 0.971 Max Web CSI: 0.718 Wgt: 198.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A05 Truss Type HIPS Qty 1 Ply 1 3727 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 14'8"8'8"14'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"17'8"38'3"15A B C D E F G H I J K L M NO P Q RS 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X3 6X8(I) 1.5X4 5X6 1.5X3 H0510 3X4 5X8 H0308 3X6 3X4 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 2400f-2.0E + SP M-31; T5 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; 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) TC 24 16.67 21.33 BC 95 0.15 11.75 BC 90 11.72 19.00 BC 97 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 1542 /- /- /880 /409 /280 K 1545 /- /- /874 /413 /- 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 1056 -2721 C - D 1741 -4510 D - E 1753 -4425 E - F 1897 -4523 F - G 1443 -3591 Chords Tens. Comp. G - H 1443 -3592 H - I 1913 -4620 I - J 1877 -4643 J - K 1750 -4715 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2359 -833 R - Q 29 -11 P - O 3219 -958 Chords Tens. Comp. O - N 3226 -962 N - M 3207 -972 M - K 4229 -1464 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 513 -1217 C - P 1630 -513 R - P 2639 -929 E - P 260 -328 P - Q 78 0 P - F 1262 -605 Webs Tens. Comp. F - O 883 -253 G - O 97 -42 O - H 920 -240 H - M 1210 -576 M - J 352 -443 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.465 O 972 360 VERT(CL): 0.879 O 514 240 HORZ(LL): 0.314 M - - HORZ(TL): 0.594 M - - Creep Factor: 2.0 Max TC CSI: 0.899 Max BC CSI: 0.987 Max Web CSI: 0.773 Wgt: 203.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A06 Truss Type HIPS Qty 1 Ply 1 3683 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 16'8"4'8"16'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"18'8"39'3"15(a) A B C D E F G H I J K L M N O P QR 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 5X8 1.5X4 5X6 1.5X3 5X8 5X6 H0308 3X6 4X4 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 T4 2x4 SP 2400f-2.0E + SP M-31; T5 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; 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) TC 24 16.67 21.33 BC 95 0.15 11.75 BC 90 11.72 19.00 BC 97 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 1542 /- /- /880 /409 /280 K 1545 /- /- /874 /413 /- 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 1056 -2721 C - D 1741 -4510 D - E 1753 -4425 E - F 1897 -4523 F - G 1443 -3591 Chords Tens. Comp. G - H 1443 -3592 H - I 1913 -4620 I - J 1877 -4643 J - K 1750 -4715 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - R 2359 -833 R - Q 29 -11 P - O 3219 -958 Chords Tens. Comp. O - N 3226 -962 N - M 3207 -972 M - K 4229 -1464 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - R 513 -1217 C - P 1630 -513 R - P 2639 -929 E - P 260 -328 P - Q 78 0 P - F 1262 -605 Webs Tens. Comp. F - O 883 -253 G - O 97 -42 O - H 920 -240 H - M 1210 -576 M - J 352 -443 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.465 O 972 360 VERT(CL): 0.879 O 514 240 HORZ(LL): 0.314 M - - HORZ(TL): 0.594 M - - Creep Factor: 2.0 Max TC CSI: 0.899 Max BC CSI: 0.987 Max Web CSI: 0.773 Wgt: 203.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A06 Truss Type HIPS Qty 1 Ply 1 3683 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 16'8"4'8"16'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"18'8"39'3"15(a) A B C D E F G H I J K L M N O P QR 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 5X8 1.5X4 5X6 1.5X3 5X8 5X6 H0308 3X6 4X4 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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,T4 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W3 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 97 0.15 11.75 BC 89 11.79 19.00 BC 95 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 1542 /- /- /876 /396 /310 J 1545 /- /- /870 /400 /- 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 881 -2716 C - D 1393 -4517 D - E 1406 -4432 E - F 963 -3240 Chords Tens. Comp. F - G 981 -3228 G - H 1322 -4269 H - I 1305 -4346 I - J 1493 -4758 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2353 -673 Q - P 29 -8 O - N 4105 -1065 Chords Tens. Comp. N - M 3723 -922 M - L 3704 -930 L - J 4278 -1246 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 418 -1201 C - O 1649 -367 Q - O 2626 -749 O - P 80 0 O - E 432 -76 Webs Tens. Comp. E - N 580 -1203 N - G 462 -815 F - N 2385 -596 G - L 517 -82 L - I 293 -338 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.471 N 961 360 VERT(CL): 0.890 N 508 240 HORZ(LL): 0.329 L - - HORZ(TL): 0.622 L - - Creep Factor: 2.0 Max TC CSI: 0.924 Max BC CSI: 0.987 Max Web CSI: 0.909 Wgt: 193.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A07 Truss Type HIPS Qty 1 Ply 1 3684 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 18'8"8"18'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"19'8"310'3"15(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 H0710(I) 1.5X4 3X4 5X6(R) 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 #2 T3,T4 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W3 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 97 0.15 11.75 BC 89 11.79 19.00 BC 95 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 1542 /- /- /876 /396 /310 J 1545 /- /- /870 /400 /- 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 881 -2716 C - D 1393 -4517 D - E 1406 -4432 E - F 963 -3240 Chords Tens. Comp. F - G 981 -3228 G - H 1322 -4269 H - I 1305 -4346 I - J 1493 -4758 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2353 -673 Q - P 29 -8 O - N 4105 -1065 Chords Tens. Comp. N - M 3723 -922 M - L 3704 -930 L - J 4278 -1246 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 418 -1201 C - O 1649 -367 Q - O 2626 -749 O - P 80 0 O - E 432 -76 Webs Tens. Comp. E - N 580 -1203 N - G 462 -815 F - N 2385 -596 G - L 517 -82 L - I 293 -338 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.471 N 961 360 VERT(CL): 0.890 N 508 240 HORZ(LL): 0.329 L - - HORZ(TL): 0.622 L - - Creep Factor: 2.0 Max TC CSI: 0.924 Max BC CSI: 0.987 Max Web CSI: 0.909 Wgt: 193.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A07 Truss Type HIPS Qty 1 Ply 1 3684 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 18'8"8"18'8" 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"19'8"310'3"15(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 H0710(I) 1.5X4 3X4 5X6(R) 6X8 H0308 3X4 3X4 3X6 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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,T4 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W3 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 95 0.15 11.75 BC 89 11.79 19.00 BC 94 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 1542 /- /- /876 /407 /314 J 1545 /- /- /870 /410 /- 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 905 -2716 C - D 1435 -4517 D - E 1448 -4436 E - F 1011 -3239 Chords Tens. Comp. F - G 1028 -3227 G - H 1363 -4274 H - I 1346 -4347 I - J 1533 -4760 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2353 -692 Q - P 29 -9 O - N 4105 -1103 Chords Tens. Comp. N - M 3724 -966 M - L 3695 -968 L - J 4279 -1282 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 429 -1201 C - O 1649 -385 Q - O 2626 -770 O - P 80 0 O - E 432 -78 Webs Tens. Comp. E - N 575 -1205 F - N 2386 -615 N - G 455 -818 G - L 516 -81 L - I 291 -338 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.472 N 957 360 VERT(CL): 0.893 N 506 240 HORZ(LL): 0.331 L - - HORZ(TL): 0.625 L - - Creep Factor: 2.0 Max TC CSI: 0.923 Max BC CSI: 0.993 Max Web CSI: 0.909 Wgt: 194.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A08 Truss Type COMN Qty 2 Ply 1 3685 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"19'10"310'5"15(a) A B C D E F G H I J K LM N O PQ 6 12 3 123X6(A1) 4X4 3X10 3X6 H0710(I) 1.5X4 3X4 5X6 6X8 3X4 H0308 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 #2 T3,T4 2x4 SP M-30; Bot chord 2x4 SP M-30 B1 2x4 SP #2; B4 2x4 SP 2400f-2.0E + SP M-31; Webs 2x4 SP #3 W3 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 95 0.15 11.75 BC 89 11.79 19.00 BC 94 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 1542 /- /- /876 /407 /314 J 1545 /- /- /870 /410 /- 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 905 -2716 C - D 1435 -4517 D - E 1448 -4436 E - F 1011 -3239 Chords Tens. Comp. F - G 1028 -3227 G - H 1363 -4274 H - I 1346 -4347 I - J 1533 -4760 J - K 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - Q 2353 -692 Q - P 29 -9 O - N 4105 -1103 Chords Tens. Comp. N - M 3724 -966 M - L 3695 -968 L - J 4279 -1282 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - Q 429 -1201 C - O 1649 -385 Q - O 2626 -770 O - P 80 0 O - E 432 -78 Webs Tens. Comp. E - N 575 -1205 F - N 2386 -615 N - G 455 -818 G - L 516 -81 L - I 291 -338 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, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.472 N 957 360 VERT(CL): 0.893 N 506 240 HORZ(LL): 0.331 L - - HORZ(TL): 0.625 L - - Creep Factor: 2.0 Max TC CSI: 0.923 Max BC CSI: 0.993 Max Web CSI: 0.909 Wgt: 194.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A08 Truss Type COMN Qty 2 Ply 1 3685 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 19'19' 11'10"12 7'1"4 19'1'5"9 1'5"9 4"32'9"124'7"19'10"310'5"15(a) A B C D E F G H I J K LM N O PQ 6 12 3 123X6(A1) 4X4 3X10 3X6 H0710(I) 1.5X4 3X4 5X6 6X8 3X4 H0308 3X4 3X6 1.5X3 3X8(F1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 CRMSCM1560B1L Truss A09 Truss Type COMN Qty 4 Ply 1 3686 02/24/2021 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 CRMSCM1560B1L Truss A09 Truss Type COMN Qty 4 Ply 1 3686 02/24/2021 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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 CRMSCM1560B1L Truss A10 Truss Type COMN Qty 3 Ply 1 3687 02/24/2021 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 CRMSCM1560B1L Truss A10 Truss Type COMN Qty 3 Ply 1 3687 02/24/2021 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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 W3 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) TC 24 17.67 20.33 BC 120 0.15 11.78 BC 104 11.82 20.27 BC 75 19.11 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 /- /- /877 /199 /295 K 1540 /- /- /876 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 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 991 -2715 C - D 1607 -4497 D - E 1624 -4438 E - F 1234 -3364 F - G 1311 -3514 Chords Tens. Comp. G - H 1379 -3982 H - I 982 -2394 I - J 962 -2442 J - K 1014 -2692 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2352 -775 W - V 29 -9 U - T 4070 -1258 T - R 3057 -766 S - Q 1 -2 Chords Tens. Comp. R - P 3076 -776 Q - O 7 -3 O - N 1976 -603 N - M 1976 -603 M - K 2336 -788 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 477 -1203 C - U 1627 -456 W - U 2628 -864 U - V 80 0 U - E 452 -102 E - T 515 -1082 F - T 388 -147 F - P 1035 -305 Webs Tens. Comp. S - R 65 -36 P - Q 109 -31 P - G 1511 -465 P - O 2568 -781 P - H 1581 -280 O - H 532 -1624 H - M 352 -97 M - J 218 -330 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): 0.381 P 999 360 VERT(CL): 0.719 P 629 240 HORZ(LL): 0.251 M - - HORZ(TL): 0.474 M - - Creep Factor: 2.0 Max TC CSI: 0.618 Max BC CSI: 0.768 Max Web CSI: 0.978 Wgt: 246.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A11 Truss Type HIPS Qty 1 Ply 1 3688 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"1 2'7"14 17'8"1 11'11"2 0"2 7'2"2 18'10"101'5"9 1'5"9 4"32'9"144'10"39'2"39'9"15(a) (a) A B C D E F G H I J K L MNO P Q R S T U VW 6 12 3 123X6(A1) 4X4 3X10 3X6 H0510(I) 1.5X4 3X4 6X6 3X4 1.5X4 1.5X3 6X8 1.5X3 5X6 5X6 4X8 3X6 3X4 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 Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W3 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) TC 24 17.67 20.33 BC 120 0.15 11.78 BC 104 11.82 20.27 BC 75 19.11 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 /- /- /877 /199 /295 K 1540 /- /- /876 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 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 991 -2715 C - D 1607 -4497 D - E 1624 -4438 E - F 1234 -3364 F - G 1311 -3514 Chords Tens. Comp. G - H 1379 -3982 H - I 982 -2394 I - J 962 -2442 J - K 1014 -2692 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - W 2352 -775 W - V 29 -9 U - T 4070 -1258 T - R 3057 -766 S - Q 1 -2 Chords Tens. Comp. R - P 3076 -776 Q - O 7 -3 O - N 1976 -603 N - M 1976 -603 M - K 2336 -788 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - W 477 -1203 C - U 1627 -456 W - U 2628 -864 U - V 80 0 U - E 452 -102 E - T 515 -1082 F - T 388 -147 F - P 1035 -305 Webs Tens. Comp. S - R 65 -36 P - Q 109 -31 P - G 1511 -465 P - O 2568 -781 P - H 1581 -280 O - H 532 -1624 H - M 352 -97 M - J 218 -330 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): 0.381 P 999 360 VERT(CL): 0.719 P 629 240 HORZ(LL): 0.251 M - - HORZ(TL): 0.474 M - - Creep Factor: 2.0 Max TC CSI: 0.618 Max BC CSI: 0.768 Max Web CSI: 0.978 Wgt: 246.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A11 Truss Type HIPS Qty 1 Ply 1 3688 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 17'8"1 2'7"14 17'8"1 11'11"2 0"2 7'2"2 18'10"101'5"9 1'5"9 4"32'9"144'10"39'2"39'9"15(a) (a) A B C D E F G H I J K L MNO P Q R S T U VW 6 12 3 123X6(A1) 4X4 3X10 3X6 H0510(I) 1.5X4 3X4 6X6 3X4 1.5X4 1.5X3 6X8 1.5X3 5X6 5X6 4X8 3X6 3X4 3X6 1.5X3 3X6(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 W3,W8,W9 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 15.67 22.33 BC 120 0.15 11.78 BC 93 11.75 19.26 BC 120 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 /- /- /878 /216 /266 K 1539 /- /- /877 /216 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 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 1125 -2718 C - D 1888 -4559 D - E 1908 -4525 E - F 2038 -4559 F - G 1931 -4516 Chords Tens. Comp. G - H 1927 -4493 H - I 994 -1962 I - J 963 -1998 J - K 1118 -2657 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 2356 -895 T - S 26 -12 R - P 3497 -1212 Q - O 12 -6 Chords Tens. Comp. O - N 2284 -865 N - M 2284 -865 M - K 2286 -864 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 556 -1237 C - R 1674 -588 T - R 2649 -1002 E - R 240 -291 R - S 78 0 R - F 1025 -486 F - P 1474 -548 Webs Tens. Comp. G - P 144 -82 P - Q 6 0 P - O 3180 -1070 P - H 3974 -1393 O - H 811 -2313 O - J 337 -683 J - M 278 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: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.448 G 999 360 VERT(CL): 0.845 G 535 240 HORZ(LL): 0.298 M - - HORZ(TL): 0.562 M - - Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.988 Max Web CSI: 0.897 Wgt: 226.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A12 Truss Type HIPS Qty 1 Ply 1 3689 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'8"1 6'7"14 15'8"1 11'11"2 7'2"4 18'10"101'5"9 1'5"9 4"32'9"144'7"78'2"38'9"15(a) (a) A B C D E F G H I J K L MNO P Q R ST 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X3 5X10 1.5X4 5X6 1.5X3 10X10 1.5X3 7X8(R) 6X10 3X6 3X6 3X4 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 Bot chord 2x4 SP #2 B2 2x4 SP M-30; Webs 2x4 SP #3 W3,W8,W9 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 15.67 22.33 BC 120 0.15 11.78 BC 93 11.75 19.26 BC 120 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 /- /- /878 /216 /266 K 1539 /- /- /877 /216 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 K Brg Width = 8.0 Min Req = 1.8 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 1125 -2718 C - D 1888 -4559 D - E 1908 -4525 E - F 2038 -4559 F - G 1931 -4516 Chords Tens. Comp. G - H 1927 -4493 H - I 994 -1962 I - J 963 -1998 J - K 1118 -2657 K - L 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - T 2356 -895 T - S 26 -12 R - P 3497 -1212 Q - O 12 -6 Chords Tens. Comp. O - N 2284 -865 N - M 2284 -865 M - K 2286 -864 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - T 556 -1237 C - R 1674 -588 T - R 2649 -1002 E - R 240 -291 R - S 78 0 R - F 1025 -486 F - P 1474 -548 Webs Tens. Comp. G - P 144 -82 P - Q 6 0 P - O 3180 -1070 P - H 3974 -1393 O - H 811 -2313 O - J 337 -683 J - M 278 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: h to 2h C&C Dist a: 3.80 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.448 G 999 360 VERT(CL): 0.845 G 535 240 HORZ(LL): 0.298 M - - HORZ(TL): 0.562 M - - Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.988 Max Web CSI: 0.897 Wgt: 226.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A12 Truss Type HIPS Qty 1 Ply 1 3689 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'8"1 6'7"14 15'8"1 11'11"2 7'2"4 18'10"101'5"9 1'5"9 4"32'9"144'7"78'2"38'9"15(a) (a) A B C D E F G H I J K L MNO P Q R ST 6 12 3 123X6(A1) 4X4 5X6 3X6 1.5X3 5X10 1.5X4 5X6 1.5X3 10X10 1.5X3 7X8(R) 6X10 3X6 3X6 3X4 1.5X3 3X6(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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; Bot chord 2x4 SP #2 B2 2x6 SP 2400f-2.0E; Webs 2x4 SP #3 W3,W6,W9 2x4 SP #2; W11 2x4 SP M-30; 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 17.33 24.33 BC 120 0.15 11.78 BC 91 11.75 19.16 BC 120 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 /211 /264 L 1539 /- /- /872 /222 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 L Brg Width = 8.0 Min Req = 1.8 Bearings B & L are a rigid surface. Bearings B & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1157 -2718 C - D 1958 -4614 D - E 1979 -4581 E - F 2104 -4593 F - G 2673 -5977 Chords Tens. Comp. G - H 2301 -5174 H - I 2915 -6623 I - J 1072 -2112 J - K 1046 -2145 K - L 1163 -2688 L - M 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2357 -909 V - U 34 -14 T - S 3427 -1201 S - Q 6972 -2707 Chords Tens. Comp. R - P 27 -10 P - O 2320 -916 O - N 2320 -916 N - L 2322 -915 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 570 -1251 C - T 1721 -623 V - T 2649 -1019 E - T 230 -260 T - U 78 0 T - F 1160 -565 F - S 4035 -1716 G - S 1177 -2636 Webs Tens. Comp. S - H 1168 -2725 H - Q 2122 -764 Q - R 63 0 Q - P 2476 -904 Q - I 5170 -2052 P - I 551 -1360 P - K 280 -555 K - N 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: 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): 0.621 Q 729 360 VERT(CL): 1.170 Q 386 240 HORZ(LL): 0.366 N - - HORZ(TL): 0.690 N - - Creep Factor: 2.0 Max TC CSI: 0.737 Max BC CSI: 0.937 Max Web CSI: 0.943 Wgt: 233.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A13 Truss Type SPEC Qty 1 Ply 1 3690 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'6"1'10"6'11"15 13'8"1 11'11"2 7'2"4 18'10"101'5"9 1'5"9 4"3 7'2"32'9"144'7"78'1"38'8"15(a) A B C D E F G H I J K L M NOP Q R S T UV 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 7X8 1.5X4 7X6 7X6 8X10(R) 4X6(R) H1014 1.5X3 6X8 8X14 3X6 3X6 3X4 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 T4 2x4 SP M-30; Bot chord 2x4 SP #2 B2 2x6 SP 2400f-2.0E; Webs 2x4 SP #3 W3,W6,W9 2x4 SP #2; W11 2x4 SP M-30; 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 17.33 24.33 BC 120 0.15 11.78 BC 91 11.75 19.16 BC 120 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 /211 /264 L 1539 /- /- /872 /222 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 L Brg Width = 8.0 Min Req = 1.8 Bearings B & L are a rigid surface. Bearings B & L require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 1157 -2718 C - D 1958 -4614 D - E 1979 -4581 E - F 2104 -4593 F - G 2673 -5977 Chords Tens. Comp. G - H 2301 -5174 H - I 2915 -6623 I - J 1072 -2112 J - K 1046 -2145 K - L 1163 -2688 L - M 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - V 2357 -909 V - U 34 -14 T - S 3427 -1201 S - Q 6972 -2707 Chords Tens. Comp. R - P 27 -10 P - O 2320 -916 O - N 2320 -916 N - L 2322 -915 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - V 570 -1251 C - T 1721 -623 V - T 2649 -1019 E - T 230 -260 T - U 78 0 T - F 1160 -565 F - S 4035 -1716 G - S 1177 -2636 Webs Tens. Comp. S - H 1168 -2725 H - Q 2122 -764 Q - R 63 0 Q - P 2476 -904 Q - I 5170 -2052 P - I 551 -1360 P - K 280 -555 K - N 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: 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): 0.621 Q 729 360 VERT(CL): 1.170 Q 386 240 HORZ(LL): 0.366 N - - HORZ(TL): 0.690 N - - Creep Factor: 2.0 Max TC CSI: 0.737 Max BC CSI: 0.937 Max Web CSI: 0.943 Wgt: 233.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss A13 Truss Type SPEC Qty 1 Ply 1 3690 02/24/2021 38' SEAT PLATE REQ.SEAT PLATE REQ. 15'6"1'10"6'11"15 13'8"1 11'11"2 7'2"4 18'10"101'5"9 1'5"9 4"3 7'2"32'9"144'7"78'1"38'8"15(a) A B C D E F G H I J K L M NOP Q R S T UV 6 12 3 123X6(A1) 4X4 3X10 3X6 1.5X3 7X8 1.5X4 7X6 7X6 8X10(R) 4X6(R) H1014 1.5X3 6X8 8X14 3X6 3X6 3X4 1.5X3 3X6(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 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 7.00 TC: From 31 plf at 7.00 to 31 plf at 12.33 TC: From 62 plf at 12.33 to 62 plf at 18.98 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 12.30 BC: From 14 plf at 12.30 to 14 plf at 18.98 TC: 254 lb Conc. Load at 7.03 TC: 186 lb Conc. Load at 9.06,10.27 TC: 255 lb Conc. Load at 12.30 BC: 442 lb Conc. Load at 7.03 BC: 111 lb Conc. Load at 9.06,10.27 BC: 448 lb Conc. Load at 12.30 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 7.00 12.33 BC 74 0.15 18.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1697 /- /- /- /818 /- E 1629 /- /- /- /772 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 E Brg Width = 3.8 Min Req = 1.9 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 -25 B - C 1477 -3041 Chords Tens. Comp. C - D 1248 -2615 D - E 1451 -2975 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 2638 -1270 H - G 2664 -1274 Chords Tens. Comp. G - F 2664 -1274 F - E 2566 -1242 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 618 -96 C - F 31 -60 Webs Tens. Comp. F - D 601 -84 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: 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): 0.107 F 999 360 VERT(CL): 0.199 F 999 240 HORZ(LL): 0.050 F - - HORZ(TL): 0.093 F - - Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.994 Max Web CSI: 0.235 Wgt: 79.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B01 Truss Type HIPS Qty 1 Ply 1 3731 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 7'5'4"6'7"12 1'5"9 4"3 6"53'10"34'5"15A B C D E FGH 6 12 4X6(A2) 5X8 2X4 H0308 3X4 5X6 4X6(B2) 7'0"6 442# 254# 2'0"6 111# 186# 1'2"8 111# 186# 2'0"6 448# 255# 6'8"2 **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 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 7.00 TC: From 31 plf at 7.00 to 31 plf at 12.33 TC: From 62 plf at 12.33 to 62 plf at 18.98 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 12.30 BC: From 14 plf at 12.30 to 14 plf at 18.98 TC: 254 lb Conc. Load at 7.03 TC: 186 lb Conc. Load at 9.06,10.27 TC: 255 lb Conc. Load at 12.30 BC: 442 lb Conc. Load at 7.03 BC: 111 lb Conc. Load at 9.06,10.27 BC: 448 lb Conc. Load at 12.30 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 7.00 12.33 BC 74 0.15 18.79 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 1697 /- /- /- /818 /- E 1629 /- /- /- /772 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 E Brg Width = 3.8 Min Req = 1.9 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 -25 B - C 1477 -3041 Chords Tens. Comp. C - D 1248 -2615 D - E 1451 -2975 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - H 2638 -1270 H - G 2664 -1274 Chords Tens. Comp. G - F 2664 -1274 F - E 2566 -1242 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - H 618 -96 C - F 31 -60 Webs Tens. Comp. F - D 601 -84 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: 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): 0.107 F 999 360 VERT(CL): 0.199 F 999 240 HORZ(LL): 0.050 F - - HORZ(TL): 0.093 F - - Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.994 Max Web CSI: 0.235 Wgt: 79.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B01 Truss Type HIPS Qty 1 Ply 1 3731 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 7'5'4"6'7"12 1'5"9 4"3 6"53'10"34'5"15A B C D E FGH 6 12 4X6(A2) 5X8 2X4 H0308 3X4 5X6 4X6(B2) 7'0"6 442# 254# 2'0"6 111# 186# 1'2"8 111# 186# 2'0"6 448# 255# 6'8"2 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 T2 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) TC 24 9.00 10.33 BC 83 0.15 18.79 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 818 /- /- /470 /358 /142 E 719 /- /- /353 /303 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 559 -1030 Chords Tens. Comp. C - D 605 -824 D - E 564 -1033 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 821 -374 G - F 824 -373 Chords Tens. Comp. F - E 821 -373 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 237 -90 Webs Tens. Comp. F - D 237 -73 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 G 999 360 VERT(CL): 0.072 G 999 240 HORZ(LL): 0.016 G - - HORZ(TL): 0.040 G - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.968 Max Web CSI: 0.090 Wgt: 75.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B02 Truss Type HIPS Qty 1 Ply 1 3691 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'1'4"8'7"12 1'5"9 4"3 6"54'10"35'5"15A B C D E FG 6 12 2X4(A1) 5X6(R) 5X6 1.5X3 5X6(R) 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 M-30 T2 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) TC 24 9.00 10.33 BC 83 0.15 18.79 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 818 /- /- /470 /358 /142 E 719 /- /- /353 /303 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 559 -1030 Chords Tens. Comp. C - D 605 -824 D - E 564 -1033 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - G 821 -374 G - F 824 -373 Chords Tens. Comp. F - E 821 -373 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - G 237 -90 Webs Tens. Comp. F - D 237 -73 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.028 G 999 360 VERT(CL): 0.072 G 999 240 HORZ(LL): 0.016 G - - HORZ(TL): 0.040 G - - Creep Factor: 2.0 Max TC CSI: 0.723 Max BC CSI: 0.968 Max Web CSI: 0.090 Wgt: 75.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B02 Truss Type HIPS Qty 1 Ply 1 3691 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'1'4"8'7"12 1'5"9 4"3 6"54'10"35'5"15A B C D E FG 6 12 2X4(A1) 5X6(R) 5X6 1.5X3 5X6(R) 3X4(B1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 110 0.15 18.79 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 818 /- /- /468 /357 /151 F 719 /- /- /377 /302 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.8 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 580 -1301 C - D 703 -1287 Chords Tens. Comp. D - E 684 -1230 E - F 565 -1251 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1114 -482 I - H 693 -261 Chords Tens. Comp. H - G 693 -261 G - F 1062 -447 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 267 -253 I - D 547 -266 Webs Tens. Comp. D - G 483 -248 G - E 263 -235 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 G 999 360 VERT(CL): 0.088 G 999 240 HORZ(LL): 0.019 G - - HORZ(TL): 0.036 G - - Creep Factor: 2.0 Max TC CSI: 0.362 Max BC CSI: 0.975 Max Web CSI: 0.258 Wgt: 88.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B03 Truss Type SPEC Qty 2 Ply 1 3692 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'3"12 1'5"9 4"3 6"55'2"35'9"15A B C D E F GHI 6 12 3X4(A1) 1.5X3 3X4 3X4 4X4 3X4 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 110 0.15 18.79 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 818 /- /- /468 /357 /151 F 719 /- /- /377 /302 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 3.8 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 580 -1301 C - D 703 -1287 Chords Tens. Comp. D - E 684 -1230 E - F 565 -1251 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - I 1114 -482 I - H 693 -261 Chords Tens. Comp. H - G 693 -261 G - F 1062 -447 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - I 267 -253 I - D 547 -266 Webs Tens. Comp. D - G 483 -248 G - E 263 -235 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 G 999 360 VERT(CL): 0.088 G 999 240 HORZ(LL): 0.019 G - - HORZ(TL): 0.036 G - - Creep Factor: 2.0 Max TC CSI: 0.362 Max BC CSI: 0.975 Max Web CSI: 0.258 Wgt: 88.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss B03 Truss Type SPEC Qty 2 Ply 1 3692 02/24/2021 18'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'8"9'3"12 1'5"9 4"3 6"55'2"35'9"15A B C D E F GHI 6 12 3X4(A1) 1.5X3 3X4 3X4 4X4 3X4 1.5X3 3X4(B1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 2x6 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 11.98 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 11.98 TC: 409 lb Conc. Load at 7.03 TC: 186 lb Conc. Load at 9.06,11.06 BC: 582 lb Conc. Load at 7.03 BC: 111 lb Conc. Load at 9.06,11.06 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 7.00 11.98 BC 102 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. 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 1027 /- /- /- /499 /- E 1370 /- /- /- /670 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 Min Req = 1.6 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 -25 B - C 765 -1573 Chords Tens. Comp. C - D 12 -18 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1317 -626 Chords Tens. Comp. F - E 1351 -632 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 806 -148 C - E 756 -1625 Webs Tens. Comp. D - E 249 -318 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: 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): 0.029 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.017 E - - Creep Factor: 2.0 Max TC CSI: 0.769 Max BC CSI: 0.983 Max Web CSI: 0.385 Wgt: 65.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C01 Truss Type HIPM Qty 1 Ply 1 3722 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 7'4'11"12 1'5"9 4"3 3'10"34'5"15(a) A B C D EF 6 12 3X4(A1) 6X6 3X6 3X6 3X10(R) 7'0"6 582# 409# 2'0"6 111# 186# 2' 111# 186# 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 T2 2x4 SP M-30; Bot chord 2x6 SP #2 Webs 2x4 SP #3 Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 62 plf at -1.46 to 62 plf at 7.00 TC: From 31 plf at 7.00 to 31 plf at 11.98 BC: From 14 plf at 0.00 to 14 plf at 7.03 BC: From 7 plf at 7.03 to 7 plf at 11.98 TC: 409 lb Conc. Load at 7.03 TC: 186 lb Conc. Load at 9.06,11.06 BC: 582 lb Conc. Load at 7.03 BC: 111 lb Conc. Load at 9.06,11.06 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 7.00 11.98 BC 102 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. 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 1027 /- /- /- /499 /- E 1370 /- /- /- /670 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 Min Req = 1.6 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 -25 B - C 765 -1573 Chords Tens. Comp. C - D 12 -18 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1317 -626 Chords Tens. Comp. F - E 1351 -632 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 806 -148 C - E 756 -1625 Webs Tens. Comp. D - E 249 -318 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: 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): 0.029 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.017 E - - Creep Factor: 2.0 Max TC CSI: 0.769 Max BC CSI: 0.983 Max Web CSI: 0.385 Wgt: 65.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C01 Truss Type HIPM Qty 1 Ply 1 3722 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 7'4'11"12 1'5"9 4"3 3'10"34'5"15(a) A B C D EF 6 12 3X4(A1) 6X6 3X6 3X6 3X10(R) 7'0"6 582# 409# 2'0"6 111# 186# 2' 111# 186# 11" Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 T2 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) TC 24 9.00 11.98 BC 108 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads 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 556 /- /- /366 /203 /265 E 446 /- /- /256 /236 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 126 -416 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 256 -217 Chords Tens. Comp. F - E 262 -218 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 314 -17 C - E 397 -478 Webs Tens. Comp. D - E 160 -92 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 F 999 360 VERT(CL): 0.072 F 999 240 HORZ(LL): 0.025 F - - HORZ(TL): 0.046 F - - Creep Factor: 2.0 Max TC CSI: 0.684 Max BC CSI: 0.991 Max Web CSI: 0.255 Wgt: 58.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C02 Truss Type HIPM Qty 1 Ply 1 3693 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'2'11"12 1'5"9 4"3 4'10"35'5"15A B C D EF 6 12 2X4(A1) 5X6 1.5X3 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 M-30 T2 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) TC 24 9.00 11.98 BC 108 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads 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 556 /- /- /366 /203 /265 E 446 /- /- /256 /236 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 126 -416 Chords Tens. Comp. C - D 0 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 256 -217 Chords Tens. Comp. F - E 262 -218 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 314 -17 C - E 397 -478 Webs Tens. Comp. D - E 160 -92 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.039 F 999 360 VERT(CL): 0.072 F 999 240 HORZ(LL): 0.025 F - - HORZ(TL): 0.046 F - - Creep Factor: 2.0 Max TC CSI: 0.684 Max BC CSI: 0.991 Max Web CSI: 0.255 Wgt: 58.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C02 Truss Type HIPM Qty 1 Ply 1 3693 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 9'2'11"12 1'5"9 4"3 4'10"35'5"15A B C D EF 6 12 2X4(A1) 5X6 1.5X3 1.5X3 3X6(R) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 119 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads 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 556 /- /- /363 /168 /343 E 446 /- /- /299 /267 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 495 -399 Chords Tens. Comp. F - E 493 -400 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: 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: 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: 0.568 Max BC CSI: 0.974 Max Web CSI: 0.443 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C03 Truss Type MONO Qty 2 Ply 1 3694 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"16'11"13A B C D EF 6 12 2X4(A1) 1.5X3 3X4 1.5X4 3X6(R) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 119 0.15 11.98 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads 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 556 /- /- /363 /168 /343 E 446 /- /- /299 /267 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.8 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 495 -399 Chords Tens. Comp. F - E 493 -400 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: 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: 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: 0.568 Max BC CSI: 0.974 Max Web CSI: 0.443 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss C03 Truss Type MONO Qty 2 Ply 1 3694 02/24/2021 11'11"12 SEAT PLATE REQ.SEAT PLATE REQ. 1'5"9 4"3 6'4"16'11"13A B C D EF 6 12 2X4(A1) 1.5X3 3X4 1.5X4 3X6(R) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 0.00 9.00 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. End verticals not exposed to wind pressure. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left 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 R 938 /- /- /569 /572 /202 N 938 /- /- /466 /570 /- Wind reactions based on MWFRS R Brg Width = 3.5 Min Req = 1.5 N Brg Width = 3.5 Min Req = 1.5 Bearings R & N are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 104 -19 C - D 115 0 D - E 314 -87 E - F 402 -72 Chords Tens. Comp. F - G 401 -73 G - H 306 -83 H - I 115 0 I - J 102 -18 J - K 82 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. T - S 55 -30 S - R 53 -29 R - Q 177 -113 Q - P 177 -113 Chords Tens. Comp. P - O 177 -113 O - N 177 -113 N - M 55 -30 M - L 57 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - T 275 -156 D - R 556 -406 R - U 80 -238 V - F 57 -245 Webs Tens. Comp. F - W 117 -245 X - N 150 -245 N - H 547 -406 J - L 275 -156 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - S 56 -58 U - Q 237 -165 E - V 241 -160 P - F 100 -88 Gables Tens. Comp. W - G 229 -160 O - X 214 -165 M - I 59 -62 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: 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): -0.056 B 283 360 VERT(CL): 0.058 J 275 240 HORZ(LL): 0.031 J - - HORZ(TL): 0.033 J - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.441 Max Web CSI: 0.299 Wgt: 92.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E01 Truss Type GABL Qty 1 Ply 1 3695 02/24/2021 1'0"8 6'11"1'0"8 4'6"4'6" 9'1'5"9 1'5"92'6"34'9"3A B C D E F G H I J K LMNOPQRST U V W X 6 12 2X4 1.5X4 3X4 4X8(R1) 3X4 2X4 2X4 **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 0.00 9.00 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. End verticals not exposed to wind pressure. Left and right cantilevers are exposed to wind Wind loading based on both gable and hip roof types. Left 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 R 938 /- /- /569 /572 /202 N 938 /- /- /466 /570 /- Wind reactions based on MWFRS R Brg Width = 3.5 Min Req = 1.5 N Brg Width = 3.5 Min Req = 1.5 Bearings R & N are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 82 0 B - C 104 -19 C - D 115 0 D - E 314 -87 E - F 402 -72 Chords Tens. Comp. F - G 401 -73 G - H 306 -83 H - I 115 0 I - J 102 -18 J - K 82 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. T - S 55 -30 S - R 53 -29 R - Q 177 -113 Q - P 177 -113 Chords Tens. Comp. P - O 177 -113 O - N 177 -113 N - M 55 -30 M - L 57 -31 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - T 275 -156 D - R 556 -406 R - U 80 -238 V - F 57 -245 Webs Tens. Comp. F - W 117 -245 X - N 150 -245 N - H 547 -406 J - L 275 -156 Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. C - S 56 -58 U - Q 237 -165 E - V 241 -160 P - F 100 -88 Gables Tens. Comp. W - G 229 -160 O - X 214 -165 M - I 59 -62 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: 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): -0.056 B 283 360 VERT(CL): 0.058 J 275 240 HORZ(LL): 0.031 J - - HORZ(TL): 0.033 J - - Creep Factor: 2.0 Max TC CSI: 0.507 Max BC CSI: 0.441 Max Web CSI: 0.299 Wgt: 92.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E01 Truss Type GABL Qty 1 Ply 1 3695 02/24/2021 1'0"8 6'11"1'0"8 4'6"4'6" 9'1'5"9 1'5"92'6"34'9"3A B C D E F G H I J K LMNOPQRST U V W X 6 12 2X4 1.5X4 3X4 4X8(R1) 3X4 2X4 2X4 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 75 0.00 9.00 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. End verticals not exposed to wind pressure. 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 J 454 /- /- /369 /187 /101 I 454 /- /- /266 /103 /- Wind reactions based on MWFRS J Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings J & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 63 -31 C - D 184 -52 Chords Tens. Comp. D - E 183 -44 E - F 60 -24 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. K - J 24 -17 J - I 75 -54 Chords Tens. Comp. I - H 36 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 157 -109 C - J 394 -234 J - D 55 -125 Webs Tens. Comp. D - I 63 -125 I - E 367 -234 F - H 80 -66 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): -0.026 F 618 360 VERT(CL): 0.038 F 419 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.019 F - - Creep Factor: 2.0 Max TC CSI: 0.340 Max BC CSI: 0.322 Max Web CSI: 0.158 Wgt: 67.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E02 Truss Type COMN Qty 4 Ply 1 3696 02/24/2021 1'0"8 6'11"1'0"8 4'6"4'6" 9'1'5"9 1'5"92'6"34'9"3A B C D E F G HIJK 6 12 1.5X3 1.5X3 1.5X3 3X4 4X4 3X4 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 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 9.00 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. End verticals not exposed to wind pressure. 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 J 454 /- /- /369 /187 /101 I 454 /- /- /266 /103 /- Wind reactions based on MWFRS J Brg Width = 3.5 Min Req = 1.5 I Brg Width = 3.5 Min Req = 1.5 Bearings J & I are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 63 -31 C - D 184 -52 Chords Tens. Comp. D - E 183 -44 E - F 60 -24 F - G 39 0 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. K - J 24 -17 J - I 75 -54 Chords Tens. Comp. I - H 36 -17 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - K 157 -109 C - J 394 -234 J - D 55 -125 Webs Tens. Comp. D - I 63 -125 I - E 367 -234 F - H 80 -66 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): -0.026 F 618 360 VERT(CL): 0.038 F 419 240 HORZ(LL): 0.013 F - - HORZ(TL): 0.019 F - - Creep Factor: 2.0 Max TC CSI: 0.340 Max BC CSI: 0.322 Max Web CSI: 0.158 Wgt: 67.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E02 Truss Type COMN Qty 4 Ply 1 3696 02/24/2021 1'0"8 6'11"1'0"8 4'6"4'6" 9'1'5"9 1'5"92'6"34'9"3A B C D E F G HIJK 6 12 1.5X3 1.5X3 1.5X3 3X4 4X4 3X4 1.5X3 1.5X3 1.5X3 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 97 0.00 8.08 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. End verticals not exposed to wind pressure. 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 H 304 /- /0 /233 /115 /53 G 317 /- /- /207 /94 /- Wind reactions based on MWFRS H Brg Width = 3.5 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings H & G are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 68 -70 B - C 126 -49 Chords Tens. Comp. C - D 129 -47 D - E 60 -68 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 77 -69 H - G 74 -57 Chords Tens. Comp. G - F 9 -15 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 113 -132 B - H 297 -103 H - C 127 -126 Webs Tens. Comp. C - G 126 -132 G - D 290 -132 E - F 95 -134 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: 3.00 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 959 360 VERT(CL): -0.015 F 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.011 A - - Creep Factor: 2.0 Max TC CSI: 0.261 Max BC CSI: 0.311 Max Web CSI: 0.101 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E03 Truss Type COMN Qty 2 Ply 1 3697 02/24/2021 6"15 6'11"7" 4'0"8 4'0"8 8'0"152'8"154'9"3A B C D E FGHI 6 12 1.5X3 1.5X4 1.5X3 3X4 4X4 3X4 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 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 97 0.00 8.08 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. End verticals not exposed to wind pressure. 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 H 304 /- /0 /233 /115 /53 G 317 /- /- /207 /94 /- Wind reactions based on MWFRS H Brg Width = 3.5 Min Req = 1.5 G Brg Width = 3.5 Min Req = 1.5 Bearings H & G are a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 68 -70 B - C 126 -49 Chords Tens. Comp. C - D 129 -47 D - E 60 -68 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. I - H 77 -69 H - G 74 -57 Chords Tens. Comp. G - F 9 -15 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. A - I 113 -132 B - H 297 -103 H - C 127 -126 Webs Tens. Comp. C - G 126 -132 G - D 290 -132 E - F 95 -134 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: 3.00 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 959 360 VERT(CL): -0.015 F 999 240 HORZ(LL): -0.007 A - - HORZ(TL): 0.011 A - - Creep Factor: 2.0 Max TC CSI: 0.261 Max BC CSI: 0.311 Max Web CSI: 0.101 Wgt: 61.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss E03 Truss Type COMN Qty 2 Ply 1 3697 02/24/2021 6"15 6'11"7" 4'0"8 4'0"8 8'0"152'8"154'9"3A B C D E FGHI 6 12 1.5X3 1.5X4 1.5X3 3X4 4X4 3X4 1.5X3 1.5X3 1.5X3 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 2X4(D8R) 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 32 0.00 2.67 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. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 106 /- /- /37 /10 /36 D 47 /- /- /18 /- /- E 84 /- /- /54 /32 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 E Brg Width = 16.0 Min Req = 1.5 Bearings A, D, & D are a rigid surface. Bearings A, D, & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 25 -77 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 9 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 154 -74 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): NA VERT(CL): NA HORZ(LL): 0.000 C - - HORZ(TL): 0.000 C - - Creep Factor: 2.0 Max TC CSI: 0.147 Max BC CSI: 0.039 Max Web CSI: 0.072 Wgt: 9.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss GE01 Truss Type EJAC Qty 1 Ply 1 3698 02/24/2021 1'1'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 7"2 2'0"14 2'4"8 3"8 2'8" 0"3 1'4"3A B C D E 6 12 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes All plates are 2X4(D8R) 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 32 0.00 2.67 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. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 106 /- /- /37 /10 /36 D 47 /- /- /18 /- /- E 84 /- /- /54 /32 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 E Brg Width = 16.0 Min Req = 1.5 Bearings A, D, & D are a rigid surface. Bearings A, D, & D require a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 25 -77 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 9 -18 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - C 154 -74 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): NA VERT(CL): NA HORZ(LL): 0.000 C - - HORZ(TL): 0.000 C - - Creep Factor: 2.0 Max TC CSI: 0.147 Max BC CSI: 0.039 Max Web CSI: 0.072 Wgt: 9.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss GE01 Truss Type EJAC Qty 1 Ply 1 3698 02/24/2021 1'1'8" SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ. 7"2 2'0"14 2'4"8 3"8 2'8" 0"3 1'4"3A B C D E 6 12 1.5X3 1.5X4 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 255 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /266 /- E 331 /- /- /- /141 /- D 68 /- /- /- /56 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 410 -494 Chords Tens. Comp. C - D 51 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 487 -361 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 392 -529 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: 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): 0.021 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.619 Max Web CSI: 0.264 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7 Truss Type HIP_ Qty 2 Ply 1 3716 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X3 4X4 1'5"8 10# -25# 2'9"15 86# 129# 2'9"15 155# 255# 2'8"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 M-30 Webs 2x4 SP #3 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 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 255 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /266 /- E 331 /- /- /- /141 /- D 68 /- /- /- /56 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 410 -494 Chords Tens. Comp. C - D 51 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 487 -361 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 392 -529 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: 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): 0.021 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.619 Max Web CSI: 0.264 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7 Truss Type HIP_ Qty 2 Ply 1 3716 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X3 4X4 1'5"8 10# -25# 2'9"15 86# 129# 2'9"15 155# 255# 2'8"11 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 2x6 SP #2 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.98 to 61 plf at 1.46 TC: From 31 plf at 1.46 to 31 plf at 9.84 BC: From 7 plf at 0.00 to 7 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 101 lb Conc. Load at 5.87 TC: 127 lb Conc. Load at 7.12 TC: 146 lb Conc. Load at 7.99 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 62 lb Conc. Load at 5.87 BC: 77 lb Conc. Load at 7.12 BC: 88 lb Conc. Load at 7.99 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 99 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 640 /- /- /- /459 /- E 471 /- /0 /- /174 /- D 223 /- /- /- /179 /- Wind reactions based on MWFRS G Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -26 B - C 816 -1065 Chords Tens. Comp. C - D 120 -150 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1044 -751 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 779 -1082 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: 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): 0.032 C 999 360 VERT(CL): 0.057 C 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.554 Max BC CSI: 0.981 Max Web CSI: 0.680 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7A Truss Type HIP_ Qty 1 Ply 1 3717 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EFG 4.24 12 2X4(A1) 2X4 6X6 1'5"8 10# -25# 2'9"15 86# 129# 1'7" 62# 101# 1'2"15 77# 127# 10"8 88# 146# 1'10"2 **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 2x6 SP #2 Webs 2x4 SP #3 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at -1.98 to 61 plf at 1.46 TC: From 31 plf at 1.46 to 31 plf at 9.84 BC: From 7 plf at 0.00 to 7 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 101 lb Conc. Load at 5.87 TC: 127 lb Conc. Load at 7.12 TC: 146 lb Conc. Load at 7.99 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 62 lb Conc. Load at 5.87 BC: 77 lb Conc. Load at 7.12 BC: 88 lb Conc. Load at 7.99 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 99 0.15 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL G 640 /- /- /- /459 /- E 471 /- /0 /- /174 /- D 223 /- /- /- /179 /- Wind reactions based on MWFRS G Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 -26 B - C 816 -1065 Chords Tens. Comp. C - D 120 -150 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 1044 -751 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 779 -1082 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: 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): 0.032 C 999 360 VERT(CL): 0.057 C 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C - - Creep Factor: 2.0 Max TC CSI: 0.554 Max BC CSI: 0.981 Max Web CSI: 0.680 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7A Truss Type HIP_ Qty 1 Ply 1 3717 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EFG 4.24 12 2X4(A1) 2X4 6X6 1'5"8 10# -25# 2'9"15 86# 129# 1'7" 62# 101# 1'2"15 77# 127# 10"8 88# 146# 1'10"2 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 140 lb Conc. Load at 4.29 TC: 260 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 153 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /272 /- E 337 /- /- /- /147 /- D 69 /- /- /- /58 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 429 -513 Chords Tens. Comp. C - D 53 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 505 -379 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 412 -548 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: 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): 0.021 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.533 Max BC CSI: 0.618 Max Web CSI: 0.274 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7B Truss Type HIP_ Qty 1 Ply 1 3718 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X3 4X4 1'5"8 10# -25# 2'9"15 86# 140# 2'9"15 153# 260# 2'8"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 M-30 Webs 2x4 SP #3 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 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 140 lb Conc. Load at 4.29 TC: 260 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 153 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /272 /- E 337 /- /- /- /147 /- D 69 /- /- /- /58 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 429 -513 Chords Tens. Comp. C - D 53 -67 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 505 -379 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 412 -548 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: 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): 0.021 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): 0.009 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.533 Max BC CSI: 0.618 Max Web CSI: 0.274 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7B Truss Type HIP_ Qty 1 Ply 1 3718 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X3 4X4 1'5"8 10# -25# 2'9"15 86# 140# 2'9"15 153# 260# 2'8"11 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 0 plf at -1.98 to 61 plf at -0.10 TC: From 2 plf at -0.10 to 2 plf at 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 255 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /328 /- E 331 /- /- /- /264 /- D 68 /- /- /- /46 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 462 -494 Chords Tens. Comp. C - D 53 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 487 -421 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 457 -529 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: 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): -0.037 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): -0.016 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.999 Max Web CSI: 0.264 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7P Truss Type HIP_ Qty 1 Ply 1 3719 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X4 4X4 1'5"8 10# -25# 2'9"15 86# 129# 2'9"15 155# 255# 2'8"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 M-30 Webs 2x4 SP #3 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 9.84 BC: From 2 plf at 0.00 to 2 plf at 9.84 TC: -25 lb Conc. Load at 1.46 TC: 129 lb Conc. Load at 4.29 TC: 255 lb Conc. Load at 7.12 BC: 10 lb Conc. Load at 1.46 BC: 86 lb Conc. Load at 4.29 BC: 155 lb Conc. Load at 7.12 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 9.84 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 321 /- /- /- /328 /- E 331 /- /- /- /264 /- D 68 /- /- /- /46 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 19 -13 B - C 462 -494 Chords Tens. Comp. C - D 53 -66 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 487 -421 Chords Tens. Comp. F - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - F 457 -529 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: 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): -0.037 F 999 360 VERT(CL): 0.053 F 999 240 HORZ(LL): -0.016 F - - HORZ(TL): 0.022 F - - Creep Factor: 2.0 Max TC CSI: 0.520 Max BC CSI: 0.999 Max Web CSI: 0.264 Wgt: 40.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss HJ7P Truss Type HIP_ Qty 1 Ply 1 3719 02/24/2021 SEAT PLATE REQ. 9'10"11'11"13 4"3 3'9"144'5"7A B C D EF 4.24 12 2X4(A1) 1.5X4 4X4 1'5"8 10# -25# 2'9"15 86# 129# 2'9"15 155# 255# 2'8"11 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 /115 /57 D 5 /-14 /- /19 /17 /- C - /-40 /- /44 /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 63 -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): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.040 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J1 Truss Type JACK Qty 8 Ply 1 3699 02/24/2021 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 /115 /57 D 5 /-14 /- /19 /17 /- C - /-40 /- /44 /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 63 -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): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.040 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J1 Truss Type JACK Qty 8 Ply 1 3699 02/24/2021 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 218 /- /- /206 /116 /57 D 5 /-14 /- /16 /9 /- C - /-40 /- /41 /54 /- 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 62 -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): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.038 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J1P Truss Type JACK Qty 2 Ply 1 3700 02/24/2021 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. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 218 /- /- /206 /116 /57 D 5 /-14 /- /16 /9 /- C - /-40 /- /41 /54 /- 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 62 -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): -0.000 D - - HORZ(TL): 0.000 D - - Creep Factor: 2.0 Max TC CSI: 0.283 Max BC CSI: 0.038 Max Web CSI: 0.000 Wgt: 5.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J1P Truss Type JACK Qty 2 Ply 1 3700 02/24/2021 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. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 233 /- /- /179 /93 /109 D 43 /- /- /20 /- /- C 64 /- /- /34 /56 /- 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 29 -75 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: 0.288 Max BC CSI: 0.057 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3 Truss Type JACK Qty 7 Ply 1 3701 02/24/2021 SEAT PLATE REQ. 3'1'5"9 4"3 1'10"32'5"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 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 233 /- /- /179 /93 /109 D 43 /- /- /20 /- /- C 64 /- /- /34 /56 /- 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 29 -75 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: 0.288 Max BC CSI: 0.057 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3 Truss Type JACK Qty 7 Ply 1 3701 02/24/2021 SEAT PLATE REQ. 3'1'5"9 4"3 1'10"32'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 30 0.19 2.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 105 /- /- /61 /20 /67 C 43 /- /- /20 /- /- B 76 /- /- /46 /67 /- Wind reactions based on MWFRS A Brg Width = 3.8 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 34 -103 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 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 B - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.211 Max BC CSI: 0.064 Max Web CSI: 0.000 Wgt: 9.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3A Truss Type JACK Qty 1 Ply 1 3702 02/24/2021 SEAT PLATE REQ. 2'7"12 6"5 1'10"3A B C 6 12 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 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.19 2.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 105 /- /- /61 /20 /67 C 43 /- /- /20 /- /- B 76 /- /- /46 /67 /- Wind reactions based on MWFRS A Brg Width = 3.8 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 34 -103 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 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 B - - HORZ(TL): 0.001 C - - Creep Factor: 2.0 Max TC CSI: 0.211 Max BC CSI: 0.064 Max Web CSI: 0.000 Wgt: 9.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3A Truss Type JACK Qty 1 Ply 1 3702 02/24/2021 SEAT PLATE REQ. 2'7"12 6"5 1'10"3A B C 6 12 3X4(B1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 233 /- /- /215 /98 /109 D 43 /- /- /58 /30 /- C 64 /- /- /37 /55 /- 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 29 -82 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): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.287 Max BC CSI: 0.057 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3P Truss Type JACK Qty 2 Ply 1 3703 02/24/2021 SEAT PLATE REQ. 3'1'5"9 4"3 1'10"32'5"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 34 0.15 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 233 /- /- /215 /98 /109 D 43 /- /- /58 /30 /- C 64 /- /- /37 /55 /- 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 29 -82 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): 0.000 D - - HORZ(TL): 0.001 D - - Creep Factor: 2.0 Max TC CSI: 0.287 Max BC CSI: 0.057 Max Web CSI: 0.000 Wgt: 11.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J3P Truss Type JACK Qty 2 Ply 1 3703 02/24/2021 SEAT PLATE REQ. 3'1'5"9 4"3 1'10"32'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 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 299 /- /- /213 /106 /161 D 77 /- /- /36 /- /- C 127 /- /- /75 /107 /- 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 57 -118 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.387 Max BC CSI: 0.206 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5 Truss Type JACK Qty 6 Ply 1 3704 02/24/2021 SEAT PLATE REQ. 5'1'5"9 4"3 2'10"33'5"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 58 0.15 5.00 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 299 /- /- /213 /106 /161 D 77 /- /- /36 /- /- C 127 /- /- /75 /107 /- 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 57 -118 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.387 Max BC CSI: 0.206 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5 Truss Type JACK Qty 6 Ply 1 3704 02/24/2021 SEAT PLATE REQ. 5'1'5"9 4"3 2'10"33'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 48 0.15 4.12 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 269 /- /- /197 /99 /138 D 62 /- /- /29 /- /- C 101 /- /- /58 /85 /- 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 45 -97 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D - - HORZ(TL): 0.004 D - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.129 Max Web CSI: 0.000 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5A Truss Type JACK Qty 1 Ply 1 3705 02/24/2021 SEAT PLATE REQ. 4'1"71'5"9 4"3 2'4"143'0"10A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.15 4.12 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 269 /- /- /197 /99 /138 D 62 /- /- /29 /- /- C 101 /- /- /58 /85 /- 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 45 -97 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 D - - HORZ(TL): 0.004 D - - Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.129 Max Web CSI: 0.000 Wgt: 16.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5A Truss Type JACK Qty 1 Ply 1 3705 02/24/2021 SEAT PLATE REQ. 4'1"71'5"9 4"3 2'4"143'0"10A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 54 0.19 4.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 181 /- /- /106 /40 /119 C 76 /- /- /37 /- /- B 133 /- /- /81 /114 /- Wind reactions based on MWFRS A Brg Width = 3.8 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 59 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.005 B - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.431 Max BC CSI: 0.198 Max Web CSI: 0.000 Wgt: 15.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5B Truss Type JACK Qty 1 Ply 1 3706 02/24/2021 SEAT PLATE REQ. 4'7"12 6"5 2'10"3A B C 6 12 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 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 54 0.19 4.65 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL A 181 /- /- /106 /40 /119 C 76 /- /- /37 /- /- B 133 /- /- /81 /114 /- Wind reactions based on MWFRS A Brg Width = 3.8 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 59 -124 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - C 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.005 B - - HORZ(TL): 0.007 C - - Creep Factor: 2.0 Max TC CSI: 0.431 Max BC CSI: 0.198 Max Web CSI: 0.000 Wgt: 15.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5B Truss Type JACK Qty 1 Ply 1 3706 02/24/2021 SEAT PLATE REQ. 4'7"12 6"5 2'10"3A B C 6 12 3X4(B1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 299 /- /- /276 /114 /161 D 77 /- /- /110 /58 /- C 127 /- /- /81 /105 /- 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 57 -129 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.379 Max BC CSI: 0.228 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5P Truss Type JACK Qty 2 Ply 1 3707 02/24/2021 SEAT PLATE REQ. 5'1'5"9 4"3 2'10"33'5"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 58 0.15 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 299 /- /- /276 /114 /161 D 77 /- /- /110 /58 /- C 127 /- /- /81 /105 /- 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 57 -129 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D - - HORZ(TL): 0.008 D - - Creep Factor: 2.0 Max TC CSI: 0.379 Max BC CSI: 0.228 Max Web CSI: 0.000 Wgt: 18.2 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J5P Truss Type JACK Qty 2 Ply 1 3707 02/24/2021 SEAT PLATE REQ. 5'1'5"9 4"3 2'10"33'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 66 0.15 5.62 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 321 /- /- /226 /111 /177 D 88 /- /- /41 /- /- C 146 /- /- /87 /122 /- 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 65 -131 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.485 Max BC CSI: 0.271 Max Web CSI: 0.000 Wgt: 19.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J6 Truss Type JACK Qty 1 Ply 1 3708 02/24/2021 SEAT PLATE REQ. 5'7"71'5"9 4"3 3'1"143'9"10A B C D 6 12 2X4(A1) **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 66 0.15 5.62 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 321 /- /- /226 /111 /177 D 88 /- /- /41 /- /- C 146 /- /- /87 /122 /- 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 65 -131 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D - - HORZ(TL): 0.012 D - - Creep Factor: 2.0 Max TC CSI: 0.485 Max BC CSI: 0.271 Max Web CSI: 0.000 Wgt: 19.6 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J6 Truss Type JACK Qty 1 Ply 1 3708 02/24/2021 SEAT PLATE REQ. 5'7"71'5"9 4"3 3'1"143'9"10A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /254 /122 /213 D 111 /- /- /54 /- /- C 186 /- /- /112 /155 /- 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 83 -152 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.704 Max BC CSI: 0.449 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7 Truss Type EJAC Qty 9 Ply 1 3709 02/24/2021 SEAT PLATE REQ. 7'1'5"9 4"3 3'10"34'5"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 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /254 /122 /213 D 111 /- /- /54 /- /- C 186 /- /- /112 /155 /- 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 83 -152 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.704 Max BC CSI: 0.449 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7 Truss Type EJAC Qty 9 Ply 1 3709 02/24/2021 SEAT PLATE REQ. 7'1'5"9 4"3 3'10"34'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 30 0.15 2.63 BC 66 1.52 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /254 /122 /213 E 107 /- /- /54 /1 /- D 184 /- /- /112 /150 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 0 -213 Chords Tens. Comp. C - D 82 -144 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 98 -130 C - G 128 -89 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 51 -27 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.120 F 684 360 VERT(CL): 0.222 F 370 240 HORZ(LL): 0.050 G - - HORZ(TL): 0.092 G - - Creep Factor: 2.0 Max TC CSI: 0.669 Max BC CSI: 0.418 Max Web CSI: 0.206 Wgt: 28.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7C Truss Type EJAC Qty 6 Ply 1 3710 02/24/2021 SEAT PLATE REQ. 2'7"10 4'4"61'5"9 7' 4"3 8"3'2"33'10"34'5"15HB 4'4"6 A B C D E FG 6 12 2X4(A1) 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Plating Notes 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 30 0.15 2.63 BC 66 1.52 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /254 /122 /213 E 107 /- /- /54 /1 /- D 184 /- /- /112 /150 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 39 0 B - C 0 -213 Chords Tens. Comp. C - D 82 -144 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. B - F 98 -130 C - G 128 -89 Chords Tens. Comp. G - E 0 0 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. G - F 51 -27 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 7.00 Des Ld: 37.00 NCBCLL: 10.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: B Kzt: NA Mean Height: 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: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.120 F 684 360 VERT(CL): 0.222 F 370 240 HORZ(LL): 0.050 G - - HORZ(TL): 0.092 G - - Creep Factor: 2.0 Max TC CSI: 0.669 Max BC CSI: 0.418 Max Web CSI: 0.206 Wgt: 28.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7C Truss Type EJAC Qty 6 Ply 1 3710 02/24/2021 SEAT PLATE REQ. 2'7"10 4'4"61'5"9 7' 4"3 8"3'2"33'10"34'5"15HB 4'4"6 A B C D E FG 6 12 2X4(A1) 1.5X4 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /343 /135 /213 D 111 /- /- /161 /86 /- C 186 /- /- /121 /152 /- 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 83 -168 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.710 Max BC CSI: 0.527 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7P Truss Type EJAC Qty 5 Ply 1 3711 02/24/2021 SEAT PLATE REQ. 7'1'5"9 4"3 3'10"34'5"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 75 0.15 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Left bottom chord exposed to wind. Maximum Reactions (lbs) Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL B 371 /- /- /343 /135 /213 D 111 /- /- /161 /86 /- C 186 /- /- /121 /152 /- 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 83 -168 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Code / Misc Criteria Code:FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Factors Used: Yes FT/RT:10(0)/10(10) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.014 D - - HORZ(TL): 0.027 D - - Creep Factor: 2.0 Max TC CSI: 0.710 Max BC CSI: 0.527 Max Web CSI: 0.000 Wgt: 23.8 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss J7P Truss Type EJAC Qty 5 Ply 1 3711 02/24/2021 SEAT PLATE REQ. 7'1'5"9 4"3 3'10"34'5"15A B C D 6 12 2X4(A1) Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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) TC 24 3.88 5.88 BC 71 0.00 5.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 76 /- /- /40 /16 /10 Wind reactions based on MWFRS E Brg Width = 70.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 58 -109 Chords Tens. Comp. B - C 80 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 99 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 306 -149 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): 0.070 B 987 360 VERT(CL): 0.133 B 519 240 HORZ(LL): 0.027 B - - HORZ(TL): 0.052 B - - Creep Factor: 2.0 Max TC CSI: 0.524 Max BC CSI: 0.396 Max Web CSI: 0.345 Wgt: 21.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM01 Truss Type VAL Qty 1 Ply 1 3712 02/24/2021 5'10"9 6"15 3'3"9 2'0"1 5'7"1 3"8 0"4 1'11"8A B C DE 6 12 2X4(D8R) 5X6 3X4 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.88 5.88 BC 71 0.00 5.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL E* 76 /- /- /40 /16 /10 Wind reactions based on MWFRS E Brg Width = 70.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 58 -109 Chords Tens. Comp. B - C 80 -47 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - D 99 -2 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. C - D 306 -149 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): 0.070 B 987 360 VERT(CL): 0.133 B 519 240 HORZ(LL): 0.027 B - - HORZ(TL): 0.052 B - - Creep Factor: 2.0 Max TC CSI: 0.524 Max BC CSI: 0.396 Max Web CSI: 0.345 Wgt: 21.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM01 Truss Type VAL Qty 1 Ply 1 3712 02/24/2021 5'10"9 6"15 3'3"9 2'0"1 5'7"1 3"8 0"4 1'11"8A B C DE 6 12 2X4(D8R) 5X6 3X4 3X6 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 75 0.00 7.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /46 /15 /17 Wind reactions based on MWFRS F Brg Width = 94.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 71 -202 Chords Tens. Comp. B - C 0 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 259 -40 Chords Tens. Comp. E - D 268 -44 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 385 -285 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): -0.032 C 999 360 VERT(CL): -0.062 C 999 240 HORZ(LL): -0.023 C - - HORZ(TL): 0.043 C - - Creep Factor: 2.0 Max TC CSI: 0.365 Max BC CSI: 0.290 Max Web CSI: 0.169 Wgt: 29.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM02 Truss Type VAL Qty 1 Ply 1 3713 02/24/2021 7'10"9 6"15 7'3"10 5'10"4 3"8 1'8"13 0"4 3'11"9A B C D E F 6 12 2X4(D8R) 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 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 7.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /46 /15 /17 Wind reactions based on MWFRS F Brg Width = 94.6 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 71 -202 Chords Tens. Comp. B - C 0 -48 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 259 -40 Chords Tens. Comp. E - D 268 -44 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 385 -285 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): -0.032 C 999 360 VERT(CL): -0.062 C 999 240 HORZ(LL): -0.023 C - - HORZ(TL): 0.043 C - - Creep Factor: 2.0 Max TC CSI: 0.365 Max BC CSI: 0.290 Max Web CSI: 0.169 Wgt: 29.4 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM02 Truss Type VAL Qty 1 Ply 1 3713 02/24/2021 7'10"9 6"15 7'3"10 5'10"4 3"8 1'8"13 0"4 3'11"9A B C D E F 6 12 2X4(D8R) 1.5X3 1.5X3 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 75 0.00 9.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /46 /16 /17 Wind reactions based on MWFRS F Brg Width = 118 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 76 -260 Chords Tens. Comp. B - C 36 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 308 -52 Chords Tens. Comp. E - D 318 -56 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 399 -353 Webs Tens. Comp. C - D 130 -80 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): 0.025 E 999 360 VERT(CL): 0.048 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E - - Creep Factor: 2.0 Max TC CSI: 0.409 Max BC CSI: 0.261 Max Web CSI: 0.119 Wgt: 42.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM03 Truss Type VAL Qty 1 Ply 1 3714 02/24/2021 9'10"9 6"15 9'3"10 5'10"4 4'0"5 0"4 4'11"9A B C D E F 6 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /46 /16 /17 Wind reactions based on MWFRS F Brg Width = 118 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 76 -260 Chords Tens. Comp. B - C 36 -78 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 308 -52 Chords Tens. Comp. E - D 318 -56 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 399 -353 Webs Tens. Comp. C - D 130 -80 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): 0.025 E 999 360 VERT(CL): 0.048 E 999 240 HORZ(LL): 0.007 E - - HORZ(TL): 0.013 E - - Creep Factor: 2.0 Max TC CSI: 0.409 Max BC CSI: 0.261 Max Web CSI: 0.119 Wgt: 42.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM03 Truss Type VAL Qty 1 Ply 1 3714 02/24/2021 9'10"9 6"15 9'3"10 5'10"4 4'0"5 0"4 4'11"9A B C D E F 6 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 1.5X4 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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 75 0.00 11.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /47 /16 /17 Wind reactions based on MWFRS F Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 -324 Chords Tens. Comp. B - C 64 -112 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 352 -63 Chords Tens. Comp. E - D 363 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 462 -430 Webs Tens. Comp. C - D 183 -144 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): 0.020 E 999 360 VERT(CL): 0.039 E 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.010 E - - Creep Factor: 2.0 Max TC CSI: 0.614 Max BC CSI: 0.349 Max Web CSI: 0.137 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM04 Truss Type VAL Qty 1 Ply 1 3715 02/24/2021 11'10"9 6"15 11'3"10 5'10"4 6'0"5 0"4 5'11"9A B C D E F 6 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 **WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses. Lumber Value Set: NDS 2015 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 11.88 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See STD DETAILS for valley details. Maximum Reactions (lbs), or *=PLF Gravity Non-Gravity Loc R+ / R- / Rh / Rw / U / RL F* 76 /- /- /47 /16 /17 Wind reactions based on MWFRS F Brg Width = 142 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (lbs) Chords Tens.Comp. A - B 89 -324 Chords Tens. Comp. B - C 64 -112 Maximum Bot Chord Forces Per Ply (lbs) Chords Tens.Comp. A - E 352 -63 Chords Tens. Comp. E - D 363 -68 Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - E 462 -430 Webs Tens. Comp. C - D 183 -144 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): 0.020 E 999 360 VERT(CL): 0.039 E 999 240 HORZ(LL): 0.005 E - - HORZ(TL): 0.010 E - - Creep Factor: 2.0 Max TC CSI: 0.614 Max BC CSI: 0.349 Max Web CSI: 0.137 Wgt: 49.0 lbs VIEW Ver: 20.02.01A.1209.11 Job CRMSCM1560B1L Truss VM04 Truss Type VAL Qty 1 Ply 1 3715 02/24/2021 11'10"9 6"15 11'3"10 5'10"4 6'0"5 0"4 5'11"9A B C D E F 6 12 2X4(D8R) 1.5X3 1.5X4 1.5X3 3X6 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017 Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 STDTL09FEBRUARY 17, 2017 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 45.00°45.00°45.00° STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 L STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort 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. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946 STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS (L) 24" MAX (2.0 x L) 24" MIN Rama Pranav Kristam, P.E. # 889064451 St. Lucie Blvd, Suite 201Fort Pierce, FL 34946