Press Alt + R to read the document text or Alt + P to download or print.

No preview available

The URL can be used to link to this page

Home My WebLink AboutROOF TRUSS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job CRMSCM1560B1 L A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1560 Address: Subdivision: City: County: St Lucie State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: General Truss Engineering Criteria Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. /TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 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 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq# Truss Name Date No. Seq# Truss Name Date No. Seq# Truss Name Date 1 3720 A01 2/24/21 13 3690 A13 2/24/21 25 3717 HRA 2/24/21 2 3679 A02 2/24/21 14 3731 B01 2/24/21 26 3718 HJ7B 2/24/21 3 3680 A03 2/24/21 15 3691 B02 2/24/21 27 3719 HJ7P 2/24/21 4 3681 A04 2/24/21 16 3692 B03 2/24/21 28 3699 11 2/24/21 5 3727 A05 2/24/21 17 3722 C01 2/24/21 29 3700 J1P 2/24/21 6 3683 A06 2/24/21 18 3693 CO2 2/24/21 30 3701 J3 2/24/21 7 3684 A07 2/24/21 19 3694 CO3 2/24/21 31 3702 J3A 2/24/21 8 3685 A08 2/24/21 20 3695 E01 2/24/21 32 3703 J3P 2/24/21 9 3686 A09 2/24/21 21 3696 E02 2/24/21 33 3704 J5 2/24/21 10 3687 A10 2/24/21 22 3697 E03 2/24/21 34 3705 J5A 2/24/21 11 3688 All 2/24/21 23 3698 GE01 2/24/21 35 3706 J513 2/24/21 12 3689 Al2 2/24/21 24 3716 HJ7 2/24/21 36 3707 J5P 2/24/21 The truss drawing(s)referenced have been prepared by Alpine Engineered Products,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses,Ltd. Truss Design Engineer's Name: Rama Pranav Kristam My license renewal date for the state of Florida is February 28,2021. 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,perANSffPI-1 Sec.2. The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction documents(also referred to at times as'Structural Engineering Documents')provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to Rama Pranav Kristam PE by[Al Roof Trusses or speciric location].These TDDs(also referred to at times as'Structural Delegated' Engineering Documents')are specialty structural component designs and may be part of the project's deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty Engineer),the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only.The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements.Please review all TDDs and all related notes. Rama Pranav Kristam,P.E. 4451 St Lucie Blvd.Suite 201 Fort Pierce,FL 34946 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job CRMSCM1560B1L No. Seq# Truss Name Date 37 3708 J6 2/24/21 38 3709 J7 2/24/21 39 3710 RC 2/24/21 40 3711 RP 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. 488906 Page 2 of 2 4451 St.Lucie Blvd,suite 201 Fort Pierce,FL 34946 Job Truss Truss Type Qty Ply 02/24/2021 3720 CRMSCM1560BlL A01 HIPS 1 1 254# 184# 184# 184# 186# 186# 254# + 184# + 184# + 184# + 186# + 186# + 186+ + Y-TO"6 7' -i- 24' 7'� 6X8=3X4 =3X10 =3X6 =4X6 =4X6 12 C D E 1.X FG H I = XJ T T (a) 6X1 (a) 0 ih I =3X6(A1)B =10X10 K=3X6(A1) a 1 3 A V TU =3 4 11101.5X3= P ON-4X4 M L I1 5X61111.SX3 -SX8 =3X6 1112X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 21'8" 16'4" �59}�8'4"6 11' 18'7 9 1 5 91 38' 7'0"6 2'0"6 2' 2' 2' 2' 1'11"4 1'11"4 2' 2' 2' 2' 2'0"6 t 107 t107 �11 t111 t11 442# 107# 107# 107# 111# 111# 442# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.121 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.228 D 999 240 B 1441 /- /- /- /623 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.055 M - - P 4556 /- /- /- /2567 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.103 M K 844 /- /- /- /514 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 B Br Width=8.0 Min Re 1.7 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.671 P Brg Width=8.0 Min Req= 5.4 Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.995 K Brg Width=8.0 Min Req= 1.5 C&C Dist a:3.80 ft Max Web CSI: 0.997 Bearings B,P,&K are a rigid surface. Loc.from endwall:not in 4.50 Wgt:205.8 Ibs Bearings B,P,&K require a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Loading A-B 39 -22 G-H 1294 -775 Bottom chord checked for 10.00 psf non-concurrent live load. B-C 1087 -2457 H-I 2352 -1265 Top chord 2x4 SP#2 T2 2x4 SP M-30; Wind C-D 1267 -2841 I-J 292 -12 Bot chord 2x4 SP#2 B2 2x4 SP M-30; D-E 745 -1890 J-K 862 -1189 Webs 2x4 SP#3 Wind loads and reactions based on MWFRS. E-F 1292 -777 K-L 39 -22 Bracing Wind loading based on both gable and hip roof types. F-G 1292 -777 (a)Continuous lateral restraint equally spaced on member. Right bottom chord exposed to wind. Maximum Bot Chord Forces Per Ply(Ibs) Special Loads Chords Tens.Comp. Chords Tens. Comp. ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) B-V 2112 -923 P-O 0 -374 TC:From 62 plf at -1.46 to 62 plf at 7.00 V-U 85 -52 O-N 0 -374 TC:From 31 plf at 7.00 to 31 plf at 31.00 T-S 2873 -1283 N-M 1010 -740 TC:From 62 plf at 31.00 to 62 plf at 39.46 S-Q 1817 -726 M-K 986 -725 BC:From 14 plf at 0.00 to 14 plf at 7.03 R-P 19 -52 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 Maximum Web Forces Per Ply(Ibs) TC: 184 lb Conc.Load at 9.06,11.06,13.06,15.06 Webs Tens.Comp. Webs Tens. Comp. 17.06,19.00 TC: 186 lb Conc.Load at 20.94,22.94,24.94,26.94 C-V 643 -1125 Q-R 44 -29 28.94 C-T 1923 -928 Q-H 1704 -767 BC: 442 lb Conc.Load at 7.03,30.97 V-T 2616 -1106 Q-P 1295 -2386 BC: 107 lb Conc.Load at 9.06,11.06,13.06,15.06 T-U 0 -144 H-P 891 -1715 17.06,19.00 T-D 133 0 P-1 1765 -2714 BC: 111 lb Conc.Load at 20.94,22.94,24.94,26.94 D-S 610 -1125 1-N 1092 -635 28.94 S-E 790 -196 N-J 726 -1341 Purlins E-Q 1678 -3416 M-J 598 -362 In lieu of structural panels or rigid ceiling use purlins G-Q 361 -499 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3679 CRMSCM1560BlL A02 HIPS 1 1 9' -{- 20' 9' 5X6 =3X6 D E III 1.5X3 FG H I = XJ T 12 1111.5X4 C 6 m (a) o 'n "v 'n =6XIS 3X6(A1)B 4X6OZ_/ K=3X6(A1) T A S Q L I1 TU 1111.5X3 P=4X8 O _3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 21'8" 16'4" 1'5"9 11'T 9 8'4"6 � 11' �- 18'7'9 38' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Sid: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Sid: 2014 VERT(LL): 0.087 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.162 C 999 240 B 683 /- /- /418 /273 /171 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.057 Q - - P 2042 /- /- /1064 /746 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.108 Q K* 45 /-12 /- /26 /11 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 Max TC CSI: 0.0.676 IN /-270 Load Duration:1.25 BCDL:4.2 psf Wind reactions based on MWFRS Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.729 B Brg Width=8.0 Min Req= 1.5 C&C Dist a:3.80 ft Max Web CSI: 0.999 P Brg Width=8.0 Min Req= 2.4 Loc.from endwall:not in 9.00 Wgt:211.4 Ibs K Brg Width=192 Min Req= - GCpi:0.18 Bearings B,P,&P are a rigid surface. Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Bearings B,P,&P require a seat plate. Lumber Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP#2 T3 2x4 SP M-30; A-B 39 0 G-H 826 -300 Bot chord 2x4 SP#2 B-C 451 -784 H-1 1151 -502 Webs 2x4 SP#3 W1 2x4 SP M-30; C-D 703 -928 I-J 546 -118 Bracing D-E 325 -218 J-K 243 -372 E-F 827 -301 K-L 39 0 (a)Continuous lateral restraint equally spaced on member. F-G 827 -301 Plating Notes All plates are 3X4 except as noted. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-U 613 -268 P-O 385 -587 In lieu of structural panels or rigid ceiling use purlins T-S 574 -224 O-N 999 -140 to laterally brace chords as follows: S-Q 191 -65 N-M 999 -140 Chord Spacing(in oc) Stal End(ft) R-P 5 -17 M-K 216 -149 TC 24 9.00 29.00 BC 97 0.15 8.22 BC 120 8.21 19.51 Maximum Web Forces Per Ply(Ibs) BC 75 19.51 37.85 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. C-T 457 -580 Q-H 652 -396 T-U 130 0 Q-P 787 -1190 Loading T-D 713 -436 H-P 472 -696 Bottom chord checked for 10.00 psf non-concurrent live load. D-S 229 -459 P-1 622 -1075 S-E 397 -79 1-0 653 -230 Wind E-Q 727 -1227 O-J 451 -803 Wind loads based on MWFRS with additional C&C member design. G-Q 234 -251 M-J 311 -161 Q-R 14 -5 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3680 CRMSCM1560BlL A03 HIPS 1 1 16' 11' %6X8(R) =5X12 1111.5X3 =8X10 D E F G T 12 T T 6 � (a)z 1.5X3 C \FP=_H101 M1.5X3 H0308 �3X4L K 1 M 3X6(A1)B I i�Ei3X8(1`1) 4„a„3 A 3 J t Q P O N 12 3X4=4X6 =6X10 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' 1'5"9 11'5"9 �` -}. 21'5"3 -}- 16'6"13 �{ Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in Ioc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.833 M 542 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 1.574 M 287 240 B 1539 /- /- /865 /563 /199 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.450 K - - I 1543 /- /- /860 /566 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.851 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.846 I Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&I are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.993 Bearings B&I require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.992 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:210.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 5173 -9398 Lumber B-C 1478 -2699 G-H 2352 -4394 C-D 1370 -2358 H-1 2493 -4704 D-E 1574 -2459 I-J 39 0 Top chord 2x4 SP#2 T2 2x6 SP 2400f-2.OE; E-F 5116 -9293 T3 2x4 SP 2400f-2.0E+SP M-31; Bot chord 2x4 SP#2 B3 2x4 SP M-30; B4 2x4 SP 2400f-2.OE+SP M-31; Maximum Bot Chord Forces Per Ply(Ibs) Webs 2x4 SP#3 W4 2x4 SP 2400f-2.OE+SP M-31; Chords Tens.Comp. Chords Tens. Comp. W5,W6 2x4 SP#2;W7 2x4 SP M-30; B-Q 2348 -1212 M-L 4051 -1970 Bracing Q-P 2050 -1004 L-K 4033 -1971 (a)Continuous lateral restraint equally spaced on member. O-N P- 20 -1 K-I 4227 -2157 42 -22 22 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) C-Q 251 -340 F-M 178 -29 TC 24 11.00 27.00 BC 77 0.15 21.29 D-Q 387 39 M-N 78 0 BC 78 21.29 37.48 D-O 596 -468 M-G 5651 -3143 Apply purlins to any chords above or below fillers O-E 1394 -2378 K-G 246 -2 at 24"OC unless shown otherwise above. O-M 3191 -1660 K-H 287 -211 E-M 7015 -3653 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3681 CRMSCM1560BlL A04 HIPS 1 1 r 12'8" + 12'8" + 12'8" =5X6 =5X8 1111.5X3 =5X10 D E F G 12 67, 03X4C (a) =H1014 IN 3X4 PE Tu� M -3X4 M ii�iH0308 L 1 -3XA6(A1)B 1111.5X3K 1_3X8(F1) 3 p S R Q P O 12 III1.5X3 3XIS 3X4 =7X8 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' P5 9I 21'5"3 166"13 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.582 F 777 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 1.099 F 411 240 B 1539 /- /- /872 /416 /223 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.343 K - - I 1543 /- /- /867 /419 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.647 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 g q 1 Br Width=8.0 Min Req 1.7 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.647 Bearings B&I are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.995 Bearings B&I require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.987 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:218.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 3125 -6059 Lumber B-C 1326 -2704 G-H 2O95 -4144 C-D 1246 -2219 H-1 2213 -4675 D-E 1307 -2109 I-J 39 0 Top chord 2x4 SP M-30 T1 2x4 SP#2; E-F 3109 -6025 Bot chord 2x4 SP#2 133,134 2x4 SP M-30; Webs 2x4 SP#3 W5,W6,W7 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on member. B-S 2341 -1072 N-M 3795 -1685 S-R 2339 -1074 M-L 4221 -1913 Purlins R-Q 2339 -1074 L-K 4207 -1917 In lieu of structural panels or rigid ceiling use purlins Q-P 1906 -855 K-I 4187 -1897 to laterally brace chords as follows: P-O 23 -11 Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.67 25.33 BC 94 0.15 21.29 Maximum Web Forces Per Ply(Ibs) BC 89 21.29 37.48 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. S-C 209 0 F-N 203 -153 C-Q 251 -497 N-O 59 0 Loading D-Q 363 -86 N-G 2746 -1402 Bottom chord checked for 10.00 psf non-concurrent live load. D-P 359 -282 M-G 215 -41 P-E 1229 -2339 M-H 256 -436 Wind P-N 3000 -1388 H-K 124 -45 Wind loads based on MWFRS with additional C&C member design. E-N 4374 -2024 Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3727 CRMSCM1560BlL A05 HIPS 1 1 14'8" 8'8" 14'8" ,5X6 III1.5X3 =5X8 F G H 1111.5X3 E 12 3X6 6 _3X6 D 1 r T j�3X4 90 I 04X4C P-H0510 ---3X40 N Eo N 0=6X8(I) �H0308 I� N d 3 1111.5X3 M 1 N =3X6(A1)B 12 K�3X8(F1) 1= A L S R =5X6 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' 95 9i. 111012 11 5A 7'1"4 + 19' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.537 G 843 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 1.015 G 445 240 B 1542 /- /- /879 /412 /252 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.365 M - - K 1545 /- /- /873 /415 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.689 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.654 K Brg Width=8.0 Min Req= 1.7 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.971 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.718 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:198.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 2227 -4866 Lumber B-C 1191 -2724 H-1 1755 -3844 C-D 2026 -4568 I-J 1729 -3891 D-E 2038 -4483 J-K 1991 -4705 Top chord 2x4 SP#2 T3 2x4 SP 2400f-2.OE+ E-F 2158 -4554 K-L 39 0 SP M-31;T4,T5 2x4 SP M-30; F-G 2227 -4865 Bot chord 2x4 SP#2 133,134 2x4 SP M-30; Webs 2x4 SP#3 W3 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees B-S 2362 -954 O-N 4242 -1692 Rotational Tolerance,and/or zero Positioning Tolerance. S-R 26 -12 N-M 4238 -1704 Purlins Q-P 3540 -1350 M-K 4218 -1690 P-O 3507 -1314 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) Maximum Web Forces Per Ply(Ibs) TC 24 14.67 23.33 Webs Tens.Comp. Webs Tens. Comp. BC 94 0.15 11.75 BC 89 11.72 19.00 C-S 589 -1240 F-P 1683 713 BC 90 19.00 37.48 C-Q 1675 -644 G-P 241 -191 Apply purlins to any chords above or below fillers S-Q 2654 -1068 P-H 1743 -762 at 24"OC unless shown otherwise above. E-Q 226 -259 O-H 372 -89 Q-R 78 0 0-1 370 -702 Loading Q-F 1041 -494 J-M 188 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3683 CRMSCM1560BlL A06 HIPS 1 1 16'8" 4'8" 16'8" :5X6 III 1.5X3 �5X6 F G H 12 1111.5X3 E z3X6 a) m 6 3X6 D 1 J III 1.5X3 T °o �-,4X4C 0=5X8 h � N P =5X8 N a 3 --4X4 M v =3X6(A1)B 12 K;3X8(F1) 1 sa A L R Q =3X10 1111.5X4 SEAT PLATE REQ. SEAT PLATE RED. 38' P i 111012 11'T" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.465 O 972 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.879 O 514 240 B 1542 /- /- /880 /409 /280 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.314 M - - K 1545 /- /- /874 /413 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.594 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.899 K Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.987 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.773 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:203.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1443 -3592 Lumber B-C 1056 -2721 H-1 1913 -4620 C-D 1741 -4510 I-J 1877 -4643 D-E 1753 -4425 J-K 1750 -4715 Top chord 2x4 SP#2 T4 2x4 SP 2400f-2.OE+ E-F 1897 -4523 K-L 39 0 SP M-31;T5 2x4 SP M-30; F-G 1443 -3591 Bot chord 2x4 SP M-30 131 2x4 SP#2; B4 2x4 SP 2400f-2.OE+SP M-31; Webs 2x4 SP#3 W3 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-R 2359 -833 O-N 3226 -962 (a)Continuous lateral restraint equally spaced on member. R-Q 29 -11 N-M 3207 -972 Purlins P-O 3219 -958 M-K 4229 -1464 In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 16.67 21.33 C-R 513 -1217 F-O 883 -253 BC 95 0.15 11.75 BC 90 11.72 19.00 C-P 1630 -513 G-O 97 42 BC 97 19.00 37.48 R-P 2639 -929 O-H 920 -240 Apply purlins to any chords above or below fillers E-P 260 -328 H-M 1210 -576 at 24"OC unless shown otherwise above. P-Q 78 0 M-J 352 -443 P-F 1262 -605 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3684 CRMSCM1560BlL A07 HIPS 1 1 $„ 18'8" 18'8" III5X6(R F G 12 3XE 4 �3X4 6 (a) 3X6 Bo 03X6 D H �T M :_�;4X4C N=6X 1;1.5X3 � �H030 M v N 0 H0710(1) 3 :-Z3X4L l � v =3X6(A1)B 12 J:-:z3X8(F1) 1� A K Q P =3X10 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"91 11'10"12 7'1"4 19' 1 5� Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.471 N 961 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.890 N 508 240 B 1542 /- /- /876 /396 /310 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.329 L - - J 1545 /- /- /870 /400 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.622 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.924 J Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.987 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.909 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:193.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 981 -3228 Lumber B-C 881 -2716 G-H 1322 -4269 C-D 1393 -4517 H-1 1305 -4346 D-E 1406 -4432 I-J 1493 -4758 Top chord 2x4 SP#2 T3,T4 2x4 SP M-30; E-F 963 -3240 J-K 39 0 Bot chord 2x4 SP M-30 131 2x4 SP#2; B4 2x4 SP 2400f-2.OE+SP M-31; Webs 2x4 SP#3 W3 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-Q 2353 -673 N-M 3723 -922 (a)Continuous lateral restraint equally spaced on member. Q-P 29 -8 M-L 3704 -930 Plating Notes O-N 4105 -1065 L-J 4278 -1246 (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees Maximum Web Forces Per Ply(Ibs) Rotational Tolerance,and/or zero Positioning Tolerance. Webs Tens.Comp. Webs Tens. Comp. Purlins C-Q 418 -1201 E-N 580 -1203 In lieu of structural panels or rigid ceiling use purlins C-O 1649 -367 N-G 462 -815 to laterally brace chords as follows: Q-O 2626 -749 F-N 2385 -596 Chord Spacing(in oc) Stal End(ft) O-P 80 0 G-L 517 -82 BC 97 0.15 11.75 O-E 432 -76 L-I 293 -338 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3685 CRMSCM1560BlL A08 COMN 2 1 19, 19, F=5X6 C' 12 �_3X4E �3X4 6 (a) z3X6 M H o 3X6 D �T� g 4X4C N=6X I s 1.5X3 � r` T 0 -H030 -v N H0710(I)� 3 z3X4M L TN =3X6(A1)B 12 Jz�3X8(1`1) 1 a s"3 A K Q P =3X10 1111.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"9!. 11'10"12 -}- T1"4 -i 19' -11 5 9 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.472 N 957 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.893 N 506 240 B 1542 /- /- /876 /407 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.331 L - - J 1545 /- /- /870 /410 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.625 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.923 J Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.993 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.909 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:194.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1028 -3227 Lumber B-C 905 -2716 G-H 1363 -4274 C-D 1435 -4517 H-1 1346 -4347 D-E 1448 -4436 I-J 1533 -4760 Top chord 2x4 SP#2 T3,T4 2x4 SP M-30; E-F 1011 -3239 J-K 39 0 Bot chord 2x4 SP M-30 131 2x4 SP#2; B4 2x4 SP 2400f-2.OE+SP M-31; Webs 2x4 SP#3 W3 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-Q 2353 -692 N-M 3724 -966 (a)Continuous lateral restraint equally spaced on member. Q-P 29 -9 M-L 3695 -968 Plating Notes O-N 4105 -1103 L-J 4279 -1282 (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees Maximum Web Forces Per Ply(Ibs) Rotational Tolerance,and/or zero Positioning Tolerance. Webs Tens.Comp. Webs Tens. Comp. Purlins C-Q 429 -1201 E-N 575 -1205 In lieu of structural panels or rigid ceiling use purlins C-O 1649 -385 F-N 2386 -615 to laterally brace chords as follows: Q-O 2626 -770 N-G 455 -818 Chord Spacing(in oc) Stal End(ft) O-P 80 0 G-L 516 -81 BC 95 0.15 11.75 O-E 432 -78 L-I 291 -338 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3686 CRMSCM1560BlL A09 COMN 4 1 j= 19, '{' 19, _1 F=5X6 12 �3X4E C' 3X4 6 "13X6 M H b 3X6 D �T �1.5X3 C N=6X 1;1.5X3 � ��H0308 �H0308 M v P;3X4 0 3X4 L �3XA8(F1)B d 3 J=3X8(F1) 12 SEAT PLATE RED. SEAT PLATE REQ. 38' P„1 19, 'i 19, 115� Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.520 N 870 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.984 N 459 240 B 1546 /- /- /870 /199 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.373 L - - J 1546 /- /- /870 /199 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.707 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.680 J Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.804 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.929 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:175.0 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1021 -3228 Lumber B-C 1534 -4756 G-H 1360 -4270 C-D 1349 -4346 H-1 1343 -4346 D-E 1366 -4270 I-J 1529 -4756 Top chord 2x4 SP M-30 E-F 1014 -3228 J-K 39 0 Bot chord 2x4:SP 2400f-2.OE+SP M-31: B2 2x4 SP M-30; Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Purlins B-P 4275 -1290 N-M 3733 -961 In lieu of structural panels or rigid ceiling use purlins P-O 3714 -981 M-L 3714 -969 to laterally brace chords as follows: O-N 3733 -973 L-J 4275 -1278 Chord Spacing(in oc) Stal End(ft) BC 120 0.52 19.00 BC 120 19.00 37.48 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. Webs Tens. Comp. at 24"OC unless shown otherwise above. C-P 288 -334 N-G 463 -829 Loading P-E 508 -78 G-L 508 -76 Bottom chord checked for 10.00 psf non-concurrent live load. E-N 463 -829 L-I 288 -334 F-N 2437 -645 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3687 CRMSCM1560BlL A10 COMN 3 1 19, 19, F=5X6 12 �_3X4E M 6 (a) G�-3X4 _o 53X6D H�3X6 O T� :-::�1.5X3 C O=6X 1 4X4 � N Q P;3X4 H0308 N I 3X8(F1)B 0=3X6(A1) 1;35 A d3 K 12 N L 1111.5X4 =3X10 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"9!- 19, -{. 8'1"6 -}- 10,101,10 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.470 O 963 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.888 O 509 240 B 1545 /- /- /870 /199 /314 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.328 L - - J 1542 /- /- /875 /195 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.620 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.687 J Brg Width=8.0 Min Req= 1.8 Load Duration:1.25 BCDL:4.2 psf Bearings B&J are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.810 Bearings B&J require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.898 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:194.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 F-G 1015 -3268 Lumber B-C 1541 -4761 G-H 1513 -4612 C-D 1351 -4345 H-1 1505 -4707 D-E 1369 -4272 I-J 902 -2723 Top chord 2x4 SP M-30 T3 2x4 SP#2; E-F 1024 -3237 J-K 39 0 Bot chord 2x4 SP M-30 131 2x4 SP 2400f-2.0E+ SP M-31;B4 2x4 SP#2; Webs 2x4 SP#3 W7 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B-Q 4280 -1296 O-M 4303 -1182 (a)Continuous lateral restraint equally spaced on member. Q-P 3692 -977 N-L 33 -11 Plating Notes P-O 3721 -975 L-J 2361 -688 (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees Maximum Web Forces Per Ply(Ibs) Rotational Tolerance,and/or zero Positioning Tolerance. Webs Tens.Comp. Webs Tens. Comp. Purlins C-Q 293 -342 G-M 421 -56 In lieu of structural panels or rigid ceiling use purlins Q-E 511 -87 M-N 74 0 to laterally brace chords as follows: E-O 445 -800 M-L 2639 -765 Chord Spacing(in oc) Stal End(ft) F-O 2357 -597 M-1 1829 -465 BC 120 0.52 19.00 O-G 651 -1368 L-I 429 -1239 BC 101 19.00 27.22 BC 120 27.26 37.85 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3688 CRMSCM1560BlL A11 HIPS 1 1 j= 17'8"1 2-} 14 17'8"1 _ =5X6 F=6X6 G 12 �::3X4E LH 6 6X8 3X6 D�4X4C 3X4T (a) R Fim1.5X3 111.5X3 U a H0510(I) a 3 1 -3XA6(A1)B 12 K=3X6(A1) 11 W V S O III 1.5X3 O N M =3X10 1111.5X4 1111.5X4 =5X6 =3X6=3X4 SEAT PLATE REQ. SEAT PLATE REQ. 38' P11 1111"2 0 2 77-2 i18'10"10 1'5"9I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.381 P 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.719 P 629 240 B 1540 /- /- /877 /199 /295 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.251 M - - K 1540 /- /- /876 /199 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.474 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.618 K Brg Width=8.0 Min Req= 1.8 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.768 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.978 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:246.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1379 -3982 Lumber B-C 991 -2715 H-1 982 -2394 C-D 1607 -4497 I-J 962 -2442 D-E 1624 -4438 J-K 1014 -2692 Top chord 2x4 SP#2 E-F 1234 -3364 K-L 39 0 Bot chord 2x4 SP#2 B2 2x4 SP M-30; F-G 1311 -3514 Webs 2x4 SP#3 W3 2x4 SP#2; Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on member. Chords Tens.Comp. Chords Tens. Comp. B-W 2352 -775 R-P 3076 -776 Plating Notes W-V 29 -9 Q-O 7 -3 (1)-plates so marked were sized using 0%Fabrication Tolerance,10 degrees U-T 4070 -1258 O-N 1976 -603 Rotational Tolerance,and/or zero Positioning Tolerance. T-R 3057 -766 N-M 1976 -603 S-Q 1 -2 M-K 2336 -788 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) TC 24 17.67 20.33 C-W 477 -1203 S-R 65 -36 BC 120 0.15 11.78 C-U 1627 -456 P-Q 109 -31 BC 104 11.82 20.27 W-U 2628 -864 P-G 1511 -465 BC 75 19.11 37.85 Apply purlins to any chords above or below fillers U-V 80 0 P-O 2568 -781 at 24"OC unless shown otherwise above. U-E 452 -102 P-H 1581 -280 E-T 515 -1082 O-H 532 -1624 Loading F-T 388 -147 H-M 352 -97 Bottom chord checked for 10.00 psf non-concurrent live load. F-P 1035 -305 M-J 218 -330 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3689 CRMSCM1560BlL Al2 HIPS 1 1 15'8"1 6714 15'8"1 .5X6 1111.5X3 =6X10 F G H 1111.5P 12 �3X6 6 I `N T 3X6 D =10X10 J�3X4 Z I 04X40 (a) oo T (a) =3X6(A1)B K=3X6(A1) 1 31 A L T S Q L N M 1.5X3 =5X6 III1.5X4 1111.5X3 1117X8(R) =3X6 SEAT PLATE RED. SEAT PLATE RED. 38' P5 9i. 1111"2 11 5� 7'2"4 + 18'10"10 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.448 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.845 G 535 240 B 1540 /- /- /878 /216 /266 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.298 M - - K 1539 /- /- /877 /216 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.562 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.8 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.896 K Brg Width=8.0 Min Req= 1.8 Load Duration:1.25 BCDL:4.2 psf Bearings B&K are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.988 Bearings B&K require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.897 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:226.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 1927 -4493 Lumber B-C 1125 -2718 H-1 994 -1962 C-D 1888 -4559 I-J 963 -1998 D-E 1908 -4525 J-K 1118 -2657 Top chord 2x4 SP#2 E-F 2038 -4559 K-L 39 0 Bot chord 2x4 SP#2 B2 2x4 SP M-30; F-G 1931 -4516 Webs 2x4 SP#3 W3,W8,W9 2x4 SP#2; Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on member. Chords Tens.Comp. Chords Tens. Comp. B-T 2356 -895 O-N 2284 -865 Purlins T-S 26 -12 N-M 2284 -865 In lieu of structural panels or rigid ceiling use purlins R-P 3497 -1212 M-K 2286 -864 to laterally brace chords as follows: Q-O 12 -6 Chord Spacing(in oc) Start(ft) End(ft) TC 24 15.67 22.33 BC 120 0.15 11.78 Maximum Web Forces Per Ply(Ibs) BC 93 11.75 19.26 Webs Tens.Comp. Webs Tens. Comp. BC 120 19.26 37.85 Apply purlins to any chords above or below fillers C-T 556 -1237 G-P 144 -82 at 24"OC unless shown otherwise above. C-R 1674 -588 P-Q 6 0 T-R 2649 -1002 P-O 3180 -1070 Loading E-R 240 -291 P-H 3974 -1393 Bottom chord checked for 10.00 psf non-concurrent live load. R-S 78 0 O-H 811 -2313 R-F 1025 -486 O-J 337 -683 Wind F-P 1474 -548 J-M 278 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3690 CRMSCM1560BlL A13 SPEC 1 1 166" 1 1��6'11"15 i13,8111 F=7X6_7X6 =8X14 5PE 4X R III1.5X312 �3X66 =H101403X6 D K�3X4w I �4X4CO (a) f` 00 N =3X6(A1)B L_3X6(A1) 1 A M t t V U R P O N =3X10 1111.5X4 1111.5X3 =6X8 =3X61111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' P"9!. 11'11"2 1 5 9{ 7'2"4 + 181010 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.621 Q 729 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 1.170 Q 386 240 B 1540 /- /- /874 /211 /264 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.366 N - - L 1539 /- /- /872 /222 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.690 N Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 1.8 0. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 g q L Br Width=8.0 Min Req 1.8 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.737 Bearings B&L are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.937 Bearings B&L require a seat plate. C&C Dist a:3.80 ft Max Web CSI: 0.943 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:233.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 G-H 2301 -5174 Lumber B-C 1157 -2718 H-1 2915 -6623 C-D 1958 -4614 1-J 1072 -2112 D-E 1979 -4581 J-K 1046 -2145 Top chord 2x4 SP#2 T4 2x4 SP M-30; E-F 2104 -4593 K-L 1163 -2688 Bot chord 2x4 SP#2 B2 2x6 SP 2400f-2.0E; F-G 2673 -5977 L-M 39 0 Webs 2x4 SP#3 W3,W6,W9 2x4 SP#2; W11 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on member. B-V 2357 -909 R-P 27 -10 Purlins V-U 34 -14 P-O 2320 -916 T-S 3427 -1201 O-N 2320 -916 In lieu of structural panels or rigid ceiling use purlins S-Q 6972 -2707 N-L 2322 -915 to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft)TC 24 17.33 24.33 Maximum Web Forces Per Ply(Ibs) BC 120 0.15 11.78 Webs Tens.Comp. Webs Tens. Comp. BC 91 11. . BC 120 19.26 C-V 570 -1251 S-H 1168 -2725 26 37 37.85 Apply purlins to any chords above or below fillers C-T 1721 -623 H-Q 2122 -764 at 24"OC unless shown otherwise above. V-T 2649 -1019 Q-R 63 0 E-T 230 -260 Q-P 2476 -904 Loading T-U 78 0 Q-1 5170 -2052 Bottom chord checked for 10.00 psf non-concurrent live load. T-F 1160 -565 P-I 551 -1360 F-S 4035 -1716 P-K 280 -555 Wind G-S 1177 -2636 K-N 231 0 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3731 CRMSCM1560BlL B01 HIPS 1 1 254# 186# 186# 255# L 4 L 6'8"2 7' 'i 5'4" '}" 67'12 :5X8 -5X6 C D T 2 6 T _o _ M v =4X6(A2)B E=4X6(B2) A H G F 1112X4 =H0308 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. 18'11"l2 7'0"6 2'0"6 111'2T"8 2'0"6 1 � 44 442# 111# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.107 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.199 F 999 240 B 1697 /- /- /- /818 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.050 F - - E 1629 /- /- /- /772 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.093 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE,HS B Br Width=8.0 Min Re 2.0 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 q Max TC CSI: 0898 E Brg Width=3.8 Min Req= 1.9 . Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.994 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.235 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:79.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 -25 C-D 1248 -2615 Lumber B-C 1477 -3041 D-E 1451 -2975 Top chord 2x4 SP#2 T2 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP M-30 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3 B-H 2638 -1270 G-F 2664 -1274 H-G 2664 -1274 F-E 2566 -1242 Special Loads ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Maximum Web Forces Per Ply(Ibs) TC:From 62 plf at -1.46 to 62 plf at 7.00 Webs Tens.Comp. Webs Tens. Comp. 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 C-H 618 -96 F-D 601 -84 BC:From 14 plf at 0.00 to 14 plf at 7.03 C-F 31 -60 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3691 CRMSCM1560BlL B02 HIPS 1 1 r 9' 1_ 1'4" _I_ 87'12 %5X6(R) N5X6(R) C D 12 6 M O � V 2X4(A1)B E=3X4(B1) 4y'3 A G F =5X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 18'11"12 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.028 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.072 G 999 240 B 818 /- /- /470 /358 /142 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.016 G - - E 719 /- /- /353 /303 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.040 G Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.723 E Brg Width=3.8 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.968 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.090 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:75.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 605 -824 Lumber B-C 559 -1030 D-E 564 -1033 Top chord 2x4 SP M-30 T2 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4SP#3 B-G 821 -374 F-E 821 -373 G-F 824 -373 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Stal End(ft) TC 24 9.00 10.33 C-G 237 -90 F-D 237 -73 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3692 CRMSCM1560BlL B03 SPEC 2 1 9181, 9,3"12 D=4X4 12 6 M N 1111.5X3 U E 1111.5X3 � in in 3X4(A1)B F=3X4(B1) s �3 A I H G =3X4 =3X4 =3X4 SEAT PLATE REQ. SEAT PLATE REQ. 18'11"12 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.047 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.088 G 999 240 B 818 /- /- /468 /357 /151 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.019 G - - F 719 /- /- /377 /302 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.036 G Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.362 F Brg Width=3.8 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&F are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.975 Bearings B&F require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.258 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:88.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 D-E 684 -1230 Lumber B-C 580 -1301 E-F 565 -1251 C-D 703 -1287 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs 2x4 SP#3 Chords Tens.Comp. Chords Tens. Comp. B-I 1114 -482 H-G 693 -261 Purlins I-H 693 -261 G-F 1062 -447 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Stal End(ft)BC 110 0.15 18.79 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers C-1 267 -253 D-G 483 -248 at 24"OC unless shown otherwise above. I-D 547 -266 G-E 263 -235 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3722 CRMSCM1560BlL 1301 HIPM 1 1 409# 186# 186# b 4 j- 7' -}- 411"12�1 Cm6X6 1113X6D T 12 6 � (a) 3X4(A1)B aya A F E 1113X6 1113X10(R) SEAT PLATE REQ. SEAT PLATE REQ. 11'11"12 1'5"9�{ 7'0"6 2'0"6 2' 111 582# 111# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.029 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.053 F 999 240 B 1027 /- /- /- /499 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.009 E - - E 1370 /- /- /- /670 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.017 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 q Max TC CSI: 0769 E Brg Width=3.8 Min Req= 1.6 . Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.983 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.385 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 4.50 Wgt:65.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 -25 C-D 12 -18 Lumber B-C 765 -1573 Top chord 2x4 SP#2 T2 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x6 SP#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3 B-F 1317 -626 F-E 1351 -632 Bracing (a)Continuous lateral restraint equally spaced on member. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Special Loads C-F 806 -148 D-E 249 -318 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) C-E 756 -1625 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3693 CRMSCM1560BlL CO2 HIPM 1 1 9' 2'11'12 III 1.5X3 C=5X6 D 12 6 p M 7 ifI 2X4(A1)B a�a y A F E III 1.5X3 1113X6(R) SEAT PLATE REQ. SEAT PLATE REQ. 11'11"12 1'5"9�{ Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.039 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.072 F 999 240 B 556 /- /- /366 /203 /265 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.025 F - - E 446 /- /- /256 /236 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.046 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.684 E Brg Width=3.8 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.991 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.255 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:58.8 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 0 0 Lumber B-C 126 -416 Top chord 2x4 SP M-30 T2 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Tot chord 2x4 SP#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3 B-F 256 -217 F-E 262 -218 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) C-F 314 -17 D-E 160 -92 TC 24 9.00 11.98 C-E 397 -478 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3694 CRMSCM1560BlL CO3 MONO 2 1 III 1.5X4 D 12 3X4 C 6 M 0 ifl 2X4(A1)B C73Li 1 A F E III 1.5X3 1113X6(R) SEAT PLATE REQ. SEAT PLATE REQ. 11'11"12 �—1'5"9�{ Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.011 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.020 F 999 240 B 556 /- /- /363 /168 /343 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.005 E - - E 446 /- /- /299 /267 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.009 E Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE B Br Width=8.0 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.568 E Brg Width=3.8 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings B&E are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.974 Bearings B&E require a seat plate. C&C Dist a:3.00 ft Max Web CSI: 0.443 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:61.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 A-B 39 0 C-D 60 -105 Lumber B-C 140 -625 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bop chord 2x4 SP#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP#3 B-F 495 -399 F-E 493 -400 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) F-C 238 0 D-E 171 -135 BC 119 0.15 11.98 C-E 461 -567 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3695 CRMSCM1560BlL E01 GABL 1 1 4,6„ 4,6„�I F04X8(R1) 12 6 F7- E G D H C I M T 1112X4 B J 1112X4 A V K U X M (o hl 1 gg NN M L 1111TT.5X4 R3X4 Q P O =3X4 1112X4 1.0118 6'11" 1,5„9 1 9, 1,5„9 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.056 B 283 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.058 J 275 240 R 938 /- /- /569 /572 /202 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.031 J - - N 938 /- /- /466 /570 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.033 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE g q R Br Width=3.5 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 N Br Width=3.5 Min Req 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.507 Bearings R&N are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:>2h Max BC CSI: 0.441 C&C Dist a:3.00 ft Max Web CSI: 0.299 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:92.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 A-B 82 0 F-G 401 -73 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 B-C 104 -19 G-H 306 -83 Lumber C-D 115 0 H-1 115 0 D-E 314 -87 I-J 102 -18 E-F 402 -72 J-K 82 0 Top chord 2x4 SP#2 Bot chord 2x4 SP#2 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes T-S 55 -30 P-O 177 -113 All plates are 1.5X3 except as noted. S-R 53 -29 O-N 177 -113 R-Q 177 -113 N-M 55 -30 Purlins Q-P 177 -113 M-L 57 -31 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply(Ibs) Chord Spacing(in oc) Start(ft) End(ft)BC 75 0.00 9.00 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers B-T 275 -156 F-W 117 -245 at 24"OC unless shown otherwise above. D-R 556 -406 X-N 150 -245 Loading R-U 80 -238 N-H 547 -406 V-F 57 -245 J-L 275 -156 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. Maximum Gable Forces Per Ply(Ibs) Bottom chord checked for 10.00 psf non-concurrent live load. Gables Tens.Comp. Gables Tens. Comp. C-S 56 -58 W-G 229 -160 Wind U-Q 237 -165 O-X 214 -165 Wind loads based on MWFRS with additional C&C member design. E-V 241 -160 M-1 59 -62 End verticals not exposed to wind pressure. P-F 100 -88 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3696 CRMSCM1560BlL E02 COMN 4 1 j= 4'6" -{- 4'6" j D=4X4 12 6 III 1.5X3 C E III 1.5X3 M T III1.5X3 B F 1111.5X3 A G M (O (V 1 II IIIK.5X3 3 3X4 =3X4 1111.5HH X3 110.18 6'11" 1'0118 1'5"9 1 9' I- V 9 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.026 F 618 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.038 F 419 240 J 454 /- /- /369 /187 /101 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.013 F - - 1 454 /- /- /266 /103 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.019 F Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 J Brg Width=3.5 Min Req= 1.5 p Max TC CSI: 0.340 1 Brg Width=3.5 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings J&I are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:>2h Max BC CSI: 0.322 C&C Dist a:3.00 ft Max Web CSI: 0.158 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:67.2 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 A-B 39 0 D-E 183 -44 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 B-C 63 -31 E-F 60 -24 Lumber C-D 184 -52 F-G 39 0 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bop chord 2x4 SP#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4SP#3 K-J 24 -17 1-H 36 -17 J-1 75 -54 Purlins In lieu of structural panels or rigid ceiling use purlins Maximum Web Forces Per Ply(Ibs) to laterally brace chords as follows: Webs Tens.Comp. Webs Tens. Comp. Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.00 B-K 157 -109 D-1 63 -125 Apply purlins to any chords above or below fillers C-J 394 -234 1-E 367 -234 at 24"OC unless shown otherwise above. J-D 55 -125 F-H 80 -66 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3697 CRMSCM1560BlL E03 COMN 2 1 4'0„8 4'0„8 12 C=4x4 6p III 1.5X3 B D 1111.5X3 1111.5X3 A E 1111.5X3 m "v go iv 1 II III[5X4MAX4 3Xr III 1:X3 15 6'11" T 8'0"15 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.011 F 959 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):-0.015 F 999 240 H 304 /- /0 /233 /115 /53 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.007 A - - G 317 /- /- /207 /94 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.011 A Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:25.00 ft WAVE H Br Width=3.5 Min Re 1.5 NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. 9 q Max TC CSI: 0.261 G Brg Width=3.5 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf Bearings H&G are a rigid surface. Spacing:24.0" MWFRS Parallel Dist:h to 2h Max BC CSI: 0.311 C&C Dist a:3.00 ft Max Web CSI: 0.101 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 Wgt:61.6 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 A-B 68 -70 C-D 129 -47 Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 B-C 126 -49 D-E 60 -68 Lumber Maximum Bot Chord Forces Per Ply(Ibs) Top chord 2x4 SP#2 Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP#2 1-H 77 -69 G-F 9 -15 Webs 2x4 SP#3 H-G 74 -57 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. Webs Tens. Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) A-I 113 -132 C-G 126 -132 BC 97 0.00 8.08 B-H 297 -103 G-D 290 -132 Apply purlins to any chords above or below fillers H-C 127 -126 E-F 95 -134 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3698 CRMSCM1560BlL GE01 EJAC 1 1 7"2 f----f�2'0"14 12 6 1111.5X36 M ri A l CE III 1.5X4 D SEAT P03ErR91IATESRAQ)PLATE REQ. 1—1'j 1'8" 12,4"8 13 A 1 2'8" Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA A 106 /- /- /37 /10 /36 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.000 C D 47 /- /- /18 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.000 C E 84 /- /- /54 /32 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2 A Br Width=8.0 Min Re 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.0.147 D Brg Width=8.0 Min Req= 1.5 Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.039 E Brg Width=16.0 Min Req= 1.5 C&C Dist a:3.00 ft Max Web CSI: 0.072 Bearings A,D,&D are a rigid surface. Loc.from endwall:not in 9.00 Wgt:9.8 Ibs Bearings A,D,&D require a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A-B 25 -77 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs 2x4 SP#3 Chords Tens.Comp. A-C 9 -18 Plating Notes All plates are 2X4(D8R)except as noted. Maximum Web Forces Per Ply(Ibs) Purlins Webs Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-C 154 -74 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3716 CRMSCM1560BlL HJ7 HIP 2 1 -25# 255# 4 129+ 2'8"11 D 4.24 p12 I t a 1.5X3 C v o� n o io a =2X4(A1)B A FFEE =4X4 SEAT PLATE REQ. 1'11"13 1 9110"1 1'5"8 2,9"15 2,9"15 86# 10# 155# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.021 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.053 F 999 240 B 321 /- /- /- /266 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.009 F - - E 331 /- /- /- /141 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.022 F D 68 /- /- /- /56 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.520 B Brg Width=10.6 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.619 D Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.264 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:40.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -13 C-D 51 -66 B-C 410 -494 Top chord 2x4 SP#2 Bot chord 2x4 SP M-30 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B-F 487 -361 F-E 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 0 plf at -1.98 to 61 plf at -0.10 Maximum Web Forces Per Ply(Ibs) 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 Webs Tens.Comp. TC: -25 lb Conc.Load at 1.46 C-F 392 -529 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 Conic.Load at 4.29 BC: 155 lb Conic.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) Stal 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3717 CRMSCM1560BlL HJ7A HIP 1 1 -25# 101# 146# 4 129+ + 127+ 1'10"2�{ D 12 4.24 p v =2X4 C w n th N =2X4(A1)B A =6X6F E SEAT PLATE REQ. 1'11"13 9110"1 1'5"8 2,9"15�17' 1�-!10„8, 10# 86# 62# 77# 88# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.032 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.057 C 999 240 G 640 /- /- /- /459 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.008 C - - E 471 /- /0 /- /174 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.014 C D 223 /- /- /- /179 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. G Br Width=10.6 Min Re 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.554 E Brg Width=1.5 Min Req Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.981 g q D Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.680 Bearing G is a rigid surface. Loc.from endwall:not in 4.50 Wgt:49.0 Ibs Bearing G requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 -26 C-D 120 -150 B-C 816 -1065 Top chord 2x4 SP M-30 Bot chord 2x6 SP#2 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B-F 1044 -751 F-E 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 61 plf at -1.98 to 61 plf at 1.46 Maximum Web Forces Per Ply(Ibs) 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 Webs Tens.Comp. TC: -25 lb Conc.Load at 1.46 C-F 779 -1082 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 Conic.Load at 1.46 BC: 86 lb Conc.Load at 4.29 BC: 62 lb Conc.Load at 5.87 BC: 77 lb Conic.Load at 7.12 BC: 88 lb Conic.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) Stal 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3718 CRMSCM1560BlL HJ7B HIP 1 1 -25# 260# 4 140+ 2'8"11 D 4.24 p12 I t a 1.5X3 C v o� n o io a =2X4(A1)B A FFEE =4X4 SEAT PLATE REQ. 1'11"13 1 9110"1 1'5"8 2,9"15 2,9"15 86# 10# 153# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.021 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.053 F 999 240 B 321 /- /- /- /272 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.009 F - - E 337 /- /- /- /147 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.022 F D 69 /- /- /- /58 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0533 B Brg Width=10.6 Min Req= 1.5 . Load Duration:1.25 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.618 D Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.274 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:40.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -13 C-D 53 -67 B-C 429 -513 Top chord 2x4 SP#2 Bot chord 2x4 SP M-30 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B-F 505 -379 F-E 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 0 plf at -1.98 to 61 plf at -0.10 Maximum Web Forces Per Ply(Ibs) 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 Webs Tens.Comp. TC: -25 lb Conc.Load at 1.46 C-F 412 -548 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 Conic.Load at 4.29 BC: 153 lb Conic.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) Stal 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3719 CRMSCM1560BlL HJ7P HIP 1 1 -25# 255# 4 129+ 2'8"11 D 4.24 p12 I t a 1.5X4 C v o n o io a =2X4(A1)B A FFEE =4X4 SEAT PLATE REQ. 1'11"13 1 9110"1 1'5"8 2,9"15 2,9"15 86# 10# 155# Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.037 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Varies by Ld C %q-zRT(CL): 0.053 F 999 240 B 321 /- /- /- /328 /- BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.016 F - - E 331 /- /- /- /264 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.022 F D 68 /- /- /- /46 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0520 B Brg Width=10.6 Min Req= 1.5 . Load Duration:1.25 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.999 D Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.264 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:40.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -13 C-D 53 -66 B-C 462 -494 Top chord 2x4 SP#2 Bot chord 2x4 SP M-30 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B-F 487 -421 F-E 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 0 plf at -1.98 to 61 plf at -0.10 Maximum Web Forces Per Ply(Ibs) 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 Webs Tens.Comp. TC: -25 lb Conc.Load at 1.46 C-F 457 -529 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 Conic.Load at 4.29 BC: 155 lb Conic.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) Stal 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field #88906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3699 CRMSCM1560BlL J1 JACK g 1 12 C 6 2X4(A1) B co T o LO A D SEAT PLATE REQ. 1'5"9 1' --� Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 218 /- /- /196 /115 /57 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.000 D D 5 /-14 /- /19 /17 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.000 D C - /-40 /- /44 /50 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.283 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.040 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:5.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 63 -33 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3700 CRMSCM1560BlL J1P JACK 2 1 12 C 6 2X4(A1) B co T o LO A D SEAT PLATE REQ. 1'5"9 1' --� Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 218 /- /- /206 /116 /57 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.000 D D 5 /-14 /- /16 /9 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.000 D C - /-40 /- /41 /54 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.283 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.038 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:5.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 62 -33 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3701 CRMSCM1560BlL J3 JACK 7 1 C 12 6 F:7- T M O LO 2X4(A1) B _T_ N 1P A p SEAT PLATE REQ. 1'5"9 m I a 3' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 233 /- /- /179 /93 /109 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.001 D D 43 /- /- /20 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 D C 64 /- /- /34 /56 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.288 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.057 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:11.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 29 -75 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3702 CRMSCM1560BlL J3A JACK 1 1 12 B 6 M O 3X4(B1) A T T 6'5 C SEAT PLATE REQ. 27'12 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA A 105 /- /- /61 /20 /67 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.001 B C 43 /- /- /20 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 C B 76 /- /- /46 /67 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. A Br Width=3.8 Min Re 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.211 C Brg Width=1.5 Min Req Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.064 9 q B Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing A is a rigid surface. Loc.from endwall:Any Wgt:9.8 Ibs Bearing A requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A-B 34 -103 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins A-C 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3703 CRMSCM1560BlL J3P JACK 2 1 C 12 6 F:7- T M O LO 2X4(A1) B _T_ N 1P A p SEAT PLATE REQ. 1'5"9 m I a 3' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 233 /- /- /215 /98 /109 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.000 D D 43 /- /- /58 /30 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.001 D C 64 /- /- /37 /55 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.287 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.057 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any Wgt:11.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 29 -82 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3704 CRMSCM1560BlL J5 JACK 6 1 C 12 6 co O to CV - in M 2X4(A1)B T A D SEAT PLATE REQ. 1,5,r9 ft fa 51 _I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 299 /- /- /213 /106 /161 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.004 D D 77 /- /- /36 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.008 D C 127 /- /- /75 /107 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.387 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.206 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:18.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 57 -118 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3705 CRMSCM1560BlL J5A JACK 1 1 C 12 6 o N � 2X4(A1)B T A D SEAT PLATE REQ. 1'5"9 1- 4-17 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 269 /- /- /197 /99 /138 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.002 D D 62 /- /- /29 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.004 D C 101 /- /- /58 /85 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.250 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.129 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:16.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 45 -97 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3706 CRMSCM1560BlL J5B JACK 1 1 B 12 6 M O (V 3X4(B1)A T 6"5 C SEAT PLATE REQ. 47'12 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA A 181 /- /- /106 /40 /119 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.005 B C 76 /- /- /37 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.007 C B 133 /- /- /81 /114 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. A Br Width=3.8 Min Re 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.431 C Brg Width=1.5 Min Req Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.198 g q B Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing A is a rigid surface. Loc.from endwall:not in 4.50 Wgt:15.4 Ibs Bearing A requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A-B 59 -124 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins A-C 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3707 CRMSCM1560BlL J5P JACK 2 1 C 12 6 co O to CV - in M 2X4(A1)B T A D SEAT PLATE REQ. 1,5,r9 a fa 51 _I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 299 /- /- /276 /114 /161 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.004 D D 77 /- /- /110 /58 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.008 D C 127 /- /- /81 /105 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.379 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.228 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:18.2 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 57 -129 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3708 CRMSCM1560BlL J6 JACK 1 1 C 12 6 v o M - M 2X4(A1)B T A D SEAT PLATE REQ. 1 r5r9 ft f N 577 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 321 /- /- /226 /111 /177 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.007 D D 88 /- /- /41 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.012 D C 146 /- /- /87 /122 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.485 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.271 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:19.6 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 65 -131 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3709 CRMSCM1560BlL J7 EJAC 9 1 C 12 6 � Cl) O Lo M to =2X4(A1)B A ID SEAT PLATE REQ. 1-5m9 + 7' _I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 371 /- /- /254 /122 /213 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.014 D D 111 /- /- /54 /- /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.027 D C 186 /- /- /112 /155 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:20. B Br Width=8.0 Min Re 1.5 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.704 D Brg Width=1.5 Min Req Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.449 9 q C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:23.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 83 -152 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3710 CRMSCM1560BlL J7C EJAC 6 1 D 12 77 M 6 fV O_ M LL7 M Ll7 C v 2X4(A1)B E - A III 1.GG 5X4 SEAT PLATE REQ. 1'5"9 1 27'10 -1 4'4"6 7' Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.120 F 684 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.222 F 370 240 B 371 /- /- /254 /122 /213 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.050 G - - E 107 /- /- /54 /1 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.092 G D 184 /- /- /112 /150 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.669 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.418 D Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.206 Bearing B is a rigid surface. Loc.from endwall:not in 9.00 Wgt:28.0 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 C-D 82 -144 B-C 0 -213 Top chord 2x4 SIP#2 Bot chord 2x4 SP#2 Webs 2x4 SP#3 Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-F 98 -130 G-E 0 0 All plates are 1.5X3 except as noted. C-G 128 -89 Purlins Maximum Web Forces Per Ply(Ibs) In lieu of structural panels or rigid ceiling use purlins Webs Tens.Comp. to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) G-F 51 -27 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3711 CRMSCM1560BlL J7P EJAC 5 1 C 12 6 � Cl) O Lo M to =2X4(A1)B A ID SEAT PLATE REQ. 1-5m9 + 7' _I Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):NA B 371 /- /- /343 /135 /213 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.014 D D 111 /- /- /161 /86 /- EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.027 D C 186 /- /- /121 /152 /- Des Ld: 37.00 Mean Height:25.00 ft WAVE Wind reactions based on MWFRS NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 Max TC CSI: 0.710 B Brg Width=8.0 Min Req= 1.5 Load Duration:1.25 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Max BC CSI: 0.527 C Brg Width=1.5 Min Req= - C&C Dist a:3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 Wgt:23.8 Ibs Bearing B requires a seat plate. GCpi:0.18 Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 39 0 B-C 83 -168 Top chord 2x4 SP#2 Maximum Bot Chord Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Chords Tens.Comp. Purlins B-D 0 0 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3712 CRMSCM1560BlL VM01 VAL 1 1 15�TY9 2'0-1 12 B-5X6 1113X4 C 6 aD A 1 DE �-,-2X4(l 1113X6 5'10"9 5 7 1 F1 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.070 B 987 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.133 B 519 240 E* 76 /- /- /40 /16 /10 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.027 B - - Wind reactions based on MWFRS EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.052 B E Brg Width=70.6 Min Req= - Des Ld: 37.00 Mean Height:25.00 ft WAVE Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 9 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.524 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.396 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a:3.00 ft Max Web CSI: 0.345 A-B 58 -109 B-C 80 -47 Loc.from endwall:not in 9.00 Wgt:21.0 Ibs GCpi:0.18 Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A D 99 2 Top chord 2x4 SP#2 Maximum Web Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs Tens.Comp. Webs 2x4 SP#3 C-D 306 -149 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Stal End(ft) TC 24 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3713 CRMSCM1560BlL VM02 VAL 1 1 9,151 T 10 C 12 1111.5X3 B 6 rn ih A DF ,2X4(D R) III1.5X3 E 7'10"9 610"4 1'8"13�{ Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): -0.032 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL):-0.062 C 999 240 F* 76 /- /- /46 /15 /17 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL):-0.023 C - - Wind reactions based on MWFRS EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.043 C F Brg Width=94.6 Min Req= - Des Ld: 37.00 Mean Height:25.00 ft WAVE Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 9 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.365 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.290 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a:3.00 ft Max Web CSI: 0.169 A-B 71 -202 B-C 0 -48 Loc.from endwall:not in 9.00 Wgt:29.4 Ibs GCpi:0.18 Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 259 -40 E-D 268 -44 Top chord 2x4 SP#2 Maximum Web Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs Tens.Comp. Webs 2x4 SP#3 B-E 385 -285 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3714 CRMSCM1560BlL VM03 VAL 1 1 151 9'3"10 1111.5X3 C 12 6 1111.5X36 rn v A ni DF ;2X4(D81R) E III1.5X4 1111.5 4 9'10"9 j- 610"4 -{- 4'0"5 j Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.025 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.048 E 999 240 F* 76 /- /- /46 /16 /17 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.007 E - - Wind reactions based on MWFRS EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.013 E F Brg Width=118 Min Req= - Des Ld: 37.00 Mean Height:25.00 ft WAVE Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 9 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.409 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.261 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a:3.00 ft Max Web CSI: 0.119 A-B 76 -260 B-C 36 -78 Loc.from endwall:not in 9.00 Wgt:42.0 Ibs GCpi:0.18 Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 308 -52 E-D 318 -56 Top chord 2x4 SP#2 Maximum Web Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4 SP#3 B-E 399 -353 C-D 130 -80 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. Job Truss Truss Type Qty Ply 02/24/2021 3715 CRMSCM1560BlL VM04 VAL 1 1 FA 11'3"10 1111.SX3 C 12 6 p III1.5X3 B °' iN A DF ,o2X4( 8R) E 1111.5X4 1113X6 r 510"4 6'0"5 Loading Criteria(psf) Wind Criteria Code/Misc Criteria Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Code:FBC 7th Ed.2020 Res. PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.020 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Rep Factors Used:Yes VERT(CL): 0.039 E 999 240 F* 76 /- /- /47 /16 /17 BCDL: 7.00 Risk Category:II FT/RT:10(0)/10(10) HORZ(LL): 0.005 E - - Wind reactions based on MWFRS EXP:B Kzt:NA Plate Type(s): HORZ(TL): 0.010 E F Brg Width=142 Min Req= - Des Ld: 37.00 Mean Height:25.00 ft WAVE Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:5.0 psf Creep Factor:2.0 9 9 Load Duration:1.25 BCDL:4.2 psf Max TC CSI: 0.614 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" MWFRS Parallel Dist:h/2 to h Max BC CSI: 0.349 Chords Tens.Comp. Chords Tens. Comp. C&C Dist a:3.00 ft Max Web CSI: 0.137 A-B 89 -324 B-C 64 -112 Loc.from endwall:not in 9.00 Wgt:49.0 Ibs GCpi:0.18 Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-E 352 -63 E-D 363 -68 Top chord 2x4 SP#2 Maximum Web Forces Per Ply(Ibs) Bot chord 2x4 SP#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4 SP#3 B-E 462 -430 C-D 183 -144 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. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the Rama Pranav Kristam,P.E. responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 488906 use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St.Lucie Blvd,Suite 201 guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce,FL 34946 Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1. Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses. JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION STDTL01 CORNERSET GENERAL SPECIFICATIONS 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. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 Attach King Jack w/ (3) 16d Toe 172-409-1010 1 1Nails @ TC & BC Attach End Jack's Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) 0 r` Attach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE 2X6 DIAGONAL BRACE SPACED 48' (SEE SECTION A-A) O.C. ATTACHED TO VERTICAL WITH C (4) - 16d NAILS, AND ATTACHED TO TRUSSSES @ US O.C. BLOCKING WITH (5) - 10d COMMONS. C NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. _ 2X4 PURLIN FASTENED TO FOUR FORT PIERCE,FL 34946 ��zaos-1o1a TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. 0 EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN DIAG. BRACE THE TRUSSES SUPPORTING THE AT 1/3 POINTS BRACE AND THE TWO TRUSSES ON IF NEEDED _ \ EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH IT IS THE RESPONSIBILITY OF THE BLDG. \ (5) - 10d COMMON WIRE NAILS. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM ;r „,:�,; .;w. {,;• : , s :.•,, THE BRACING OF THE GABLE ENDS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE STRUCTURAL OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. GABLE TRUSS METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING SCHEDULE: VERTICAL - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d • (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL • • BRACING METHODS SHOWN ON PAGE 1 ARE VALID f AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS N THE INTERIOR SIDE OF THE STRUCTURE. INLAYED STUD STRUCTUAN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING GABLE TR MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 12/23/19 PIGGY-BACK TRUSS STDTL04.1 J PIGGY-BACK DETAIL(TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. C 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. C LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.=5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: ROOF TRUSSES 4451 ST.LUCIE BLVD. TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY 45 FORT PIERCE,FL 34946 BRACED BY SHEATHING AND/OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL 772-409-1010 PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24"O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. "REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY-BACK AND BASE TRUSS SPECIFICATIONS." OPTION #1:TEE-LOK MULTI-USE PIGGY-BACK TRUSS. (REFER CONNECTION PLATE. TO ACTUAL TRUSS DESIGN OPTION #2:APA RATED GUSSET. DRAWINGS FOR ADDITIONAL OPTION #3:2X4 VERT.SCAB. INFORMATION.) ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN &CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS .77 DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2'-0" PURLINS SPACED ACCORDING MAX TO MAX.SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" OPTION NO. 1 -TEE-LOK O.C. & PURLINS TO BE LOCATED 3"x 8"TEE-LOK MULTI-USE CONNECTION PLATES SPACED AT JOINT OF EACH BASE TRUSS. AT 4'-0"O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY-BACK TRUSS AT 4'-0"O.C.STAGGERED FROM **IMPORTANT NOTE** EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES 6d (1.5"X 0.099") NAILS IN EACH PLATE TO ACHEIVE SPACED AT 24"O.C.OR LESS. MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3"X 8" TEE-LOK MULTI-USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO.2 - APA RATED GUSSET: 8"x 8"x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0"O.C.w/8 (EACH) 6d COMMON (0.1 13"x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD &4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0"O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. OPTION NO.3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0"O.C.w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0"O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. Rama Pranav Kdstam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3"X 0.131"=10d 2. WOOD SCREW=4.5"SDS25412 SIMPSON OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE TO BASE TRUSSES AS PER DETAIL"A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 O 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS, R GIRDER TRUSS ---i -- ——— -- -- � ii II 4 4 u n u u u u i� 11 i ' it II N ii ii ,I it n ry ry n n u u it i I u n u u II it ij i u 1 u u i i li li BASE TRUSSES VALLEY TRUSS (TYPICAL) 1 P 12 VALLEY TRUSS GABLE END,COMMON (TYPICAL) TRUSS,OR GIRDER TRUSS SEE DETAIL"A" BELOW(TYP.) TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6"O.C. MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF ATTACH 2X4 CONTINUOUS#2 MAX SPACING=24"O.C.(BASE AND VALLEY) SYP TO THE ROOF W/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. SIMPSON SDS25412(1/4"X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3"X 0.131"=10d 2. WOOD SCREW=3"SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL „A„ 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4451 ST.LUCIE BLVD. GABLE END,COMMON FORT PIERCE,FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48"O.C. 772-409-1010 TRUSS,OR GIRDER TRUSS II II II II II II II II II II II II II II II II II II II II I I II II II II II II II II II II I II II I II II II II II II II �I jl II II II II II II II II I I II II II II II II II II II j II II II II II II II I I II II II II II II I I II II II Ij II II II II II II II II II II li II VALLEY TRUSS it BASE TRUSSES (TYPICAL) II U. LL ------U- GABLE END,COMMON TRUSS,OR GIRDER P �2 VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL"A" BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE:1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD=50 PSF SYP TO THE ROOF W/TWO MAX SPACING=24"O.C.(BASE AND VALLEY) SIMPSON SDS25300(1/4"X 3") MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07 HIGH WIND VELOCITY NOTE:VALLEY STUD SPACING NOT TO EXCEED 48"O.C.SPACING. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT=30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED BOTTOM CHORD BOTTOM CHORD 0 0 000 0 00 0 0 FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12(MAXIMUM 12/12 PITCH) Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF A STUD #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. (4) - 16d VERTICAL NAILS 16d NAILS STUD SPACED 6' O.C. (2) 10d NAILS INTO 2X6 2X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST LUCIE BLVD. TYPICAL HORIZONTAL FORT PIERCE,FL 34946 BRACE NAILED TO 772409-1010 2X4 VERTICALS TRUSS GEOMETRY AND CONDITIONS SECTION A-A W/(4) - 10d NAILS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN FIRSTAS NOTED. A Q VARIES TO COMMON TRUSS THE TOENAILWBLOCK NGE TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS A (4) 8d NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO SHEATHING 2X4 STD SPF BLOCK 77 * DIAGONAL BRACING **L - BRACING REFER / REFER TO SECTION A-A TO SECTION B-B 24' MAX. / NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. NAILS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. --_ ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. / 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. / TRUSSES @ 24' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT SPACED 48' O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUOS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A-A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5)B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE IOd NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A-A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD STUD WITHOUT 2X4 DIAGONAL (2) DIAGONAL SIZE SPECIES SPACING BRACE L - BRACE BRACE BRACES AT AND GRADE 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP#31 STUD 12"O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP#31 STUD 16"O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP#31 STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP#2 12"O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP#2 16"O.C. 3-6-11 4-9-12 6-6-11 10-8-0 2X4 SP#2 24"O.C. 1 3-1-4 1 3-11-3 1 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I-BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. Rama Pranav Kristam,P.E. MAX MEAN ROOF HEIGHT=30 FEET 488906 EXPOSURE B OR C 4451 St.Lucie Blvd,Suite 201 ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. Fort Pierce,FL 34946 DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17,2017 T-BRACE / I-BRACE DETAIL STDTL09 WITH 2X BRACE ONLY NOTES: T-BRACING / I-BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I-BRACE MUST COVER 907 OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST,LUCIE BLVD. FORT PIERCE,FL 34946 772409-1010 NAILING PATTERN BRACE SIZE FOR ONE-PLY TRUSS T-BRACE SIZE NAIL SIZE NAIL SPACING SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. WEB SIZE 1 2 NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I-BRACE (ON 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE TWO-PLY TRUSSES NAIL TO BOTH PLIES) 2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE BRACE SIZE FOR TWO-PLY TRUSS NAILS SPECIFIED CONTINUOUS ROWS OF k LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I-BRACE SPACING k _A2X6 2X6 T-BRACE 2X6 I-BRACE 2X8 2X8 T-BRACE 2X8 I-BRACE k• WEB T-BRACE / I-BRACE MUST BE SAME SPECIES -, AND GRADE (OR BETTER) AS WEB MEMBER. k } T-BRACE NAILS NAILS WEB NAILS WEB I-BRACE T-BRACE SECTION DETAIL_5,,,a Prenav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 LATERAL BRACING RECOMMENDATIONS STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 OSTRONGBACKO IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET C ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST LUCIE BLVD. FORT PIE RCE,FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - lod SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL WEB WITH (3) - 10d 3 NAILS (0.131' X ') BLOCKING BEHIND THE VERTICAL ATTACH 2X4 VERTICAL WEB IS RECOMMENDED WHILE TO FACE OF TRUSS. ATTACH TO CHORD NAILING THE STRONGBACK FASTEN TO TOP AND WITH (2) #12 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - Iod NAILS (0.131' (0.216' OIA.) X 3') IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL BLOCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (BY OTHERS) .:`°i:x!'Ci� "�i;T'As�•,.n;�`y}� ;a s%c .'s:%'3.. �.+.`'='.h•'.'1`>` - !�+ .= THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 30) EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 LATERAL TOE-NAIL DETAIL STDTL11 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE,FL 34946 772-409-1010 TOE-NAIL SINGLE SHEAR VALUES THIS DETAIL IS ONLY APPLICABLE TO PER NOS 2001 (LB/NAIL) THE THREE END DETAILS SHOWN BELOW. DIA SP OF HF SPF SPF-S IVIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 n .162 108.8 99.6 86.4 84.5 73.8 ri SIDE VIEW (2X3) 2 NAILS 128 74.2 67.9 58.9 57.6 50.3 � NEAR SIDE Z .131 75.9 69.5 60.3 59.0 51.1 0 J in .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X3) 2 NAILS EXAMPLE: NEAR SIDE NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: NEAR SIDE NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (OOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30° TO 60° 30" TO l 30° TO 60° 45.00' 45.00' 45.00' JRamaPm/mKristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 UPLIFT TOE-NAIL DETAIL STDTL12 TDE-NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD Z .131 59 46 32 30 20 O �_ J .135 60 48 33 30 20 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. Ln ( ) 162 72 58 39 37 25 FORT PIERCE,FL 34946 772409-1010 J 2 .128 54 42 28 27 19 IF-LD Z z OJ .131 55 43 29 28 19 W J .148 62 48 34 31 21 __1 N Q � Z .120 51 39 27 26 17 0 THIS DETAIL SHALL BE USED FOR A CONNECTION Z .128 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER O IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. J .131 51 39 27 26 17 � .148 57 44 31 28 20 NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND OOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND OOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LEIS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. ►+* USE (3) TOE-NAILS ON 2X4 BEARING WALL + * USE (4) TOE-NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NEAR SIDE NEAR SIDE 30° TOP PLATE OF WALL /X74--Il' FOR ' NAIL 1-1/1 .25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL Rama Pranav Kristam,P.E. SIDE VIEW END VIEW #88906 4461 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT _ GENERAL SPECIFICATIONS A-1 ROOF TRUSSES FORT PIERCE,IF B34946 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 772-409-1010 7-107 29'-0" Mean Height, Exp. B, C or D. Q \AO 2 � 2� 2x4 SP No. 2 (Min) o° o° o° o° 1 .5x4 2x2 SP No. 3 1 .5x4 Rama Pranav Kristam,P.E. #88906 4451 St,Lucie Blvd,Suite 201 -orl Hierce, April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. 12 FORT PIERCE,FL 34946 772-409-1010 VARIES (4) 12d TRUSS 2411 O.C. (4) 12d MAX 3011 (2'-611) UPLIFT CONNECTION (SEE ROOF TRUSS) 2x6 #2 SP (Both Faces) 2411 O.C. EXTERIOR FLAT SIMPSnN H5 GIRDER Rama Pranav Kristam,P.E. #88906 4451 St,Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER MAXIMUM FORCE (LBS) 15% LOAD DURATION OF NAILS EACH X SIDE OF BREAK * (INCHES) C SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 A-1 ROOF TRUSSES 4451ST LUCIE BLVD. 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 FORT PIERCE,FL 34946 772409-1010 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 * DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C BREAK } <�yQl 3� • 10d NAILS NEAR SIDE �ZtJ +lOd NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X' MIN 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Rama Pranav Kristam,P.E. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 488906 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST LUCIE Bl FORT PIERCE,FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SCAB (L) (2.0 x L) 24"MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 4l SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Rama Pranav Kristam,P.E. 488906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946