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Home My WebLink AboutTRUSS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSBM1674132 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: BERMUDA 1674 Address: MORNINGSIDE, FORT PIERCE 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 38 individual,dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 2581 A01 5/10/21 13 2593 B01 5/10/21 25 2605 CJ5 5/10/21 2 2626 A02 5/10/21 14 2594 B02 5/10/21 26 2607 HJ3 5/10/21 3 2583 A03 5/10/21 15 2595 B03 5/10/21 27 2608 HJ7 5/10/21 4 2537 A04 5/10/21 16 2596 B04 5/10/21 28 2609 HJ7S 5/10/21 5 2540 A06 5/10/21 17 2597 B05 5/10/21 29 2610 HJB1 5/10/21 6 2586 A07 5/10/21 18 2598 B06 5/10/21 30 2611 J3 5/10/21 7 2587 A08 5/10/21 19 2599 C01 5/10/21 31 2612 J34 5/10/21 8 2588 A09 5/10/21 20 2600 CO2 5/10/21 32 2613 J3GE 5/10/21 9 2589 A10 5/10/21 21 2601 CA 5/10/21 33 2614 J7 5/10/21 10 2590 All 5/10/21 22 2602 CAA 5/10/21 34 2615 J7C 5/10/21 11 2591 Al2 5/10/21 23 2603 CJ3 5/10/21 35 2616 VM02 5/10/21 12 2592 A13 5/10/21 24 2604 CJ3A 5/10/21 36 2617 VM04 5/10/21 The truss drawing(s)referenced have been prepared by Alpine Engineered Products,Inc.under my direct supervision based on the parameters provided byA-1 RoofTrusses,Ltd. Myiceg rh Name: Pranavz�m I '��I license dattefor tte state off FloridaFebruary Ay NOTE:The seal on these drawings indicate acceptance of professional engineering `� �Q;.•�\C ENS responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building * NO. 88 6 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 AT OF ~ Designer indicating the nature and character of the work. �{� ;• ti 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' I%� �'-•. _� OR 1 q�;•'-•�� ,1� Engineering Documents')are specialty structural component designs and may be part of the project's ��`Sc• •"" ��\\�Q) deferred or phased submittals.As a Truss Design Engineer(i.e.,Specialty i,�� SIoA+iALt� \`�� Engineer),the seal here and on the TDD represents an acceptance of professional engineering I r Y� 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. 6rgiem( signed by Rama N.— DN: 4451 St Lucie Blvd.Suite 201 E=—kdstem@w!,oghbb,og—t, Fort Pierce,FL 34946 Rama Pranav Kristam CN=Rama P.—KHM—,o=whale House Engineering LLC,L-Fort Pl r-S-Florida,C-US Reason:I have reviewed this document Date:2021.05.10 16:43'.32-04'00' Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job CRMSBM1674B2 No. Seq# Truss Name Date 37 2618 VM05 5/10/21 38 2619 VM06 5/10/21 39 STDL01 STD.DETAIL 5/10/21 40 STDL02 STD.DETAIL 5/10/21 41 STDL03 STD.DETAIL 5/10/21 42 STDL04 STD.DETAIL 5/10/21 43 STDL05 STD.DETAIL 5/10/21 44 STDL06 STD.DETAIL 5/10/21 45 STDL07 STD.DETAIL 5/10/21 46 STDL08 STD.DETAIL 5/10/21 47 STDL09 STD.DETAIL 5/10/21 48 STDL10 STD.DETAIL 5/10/21 49 STDL11 STD.DETAIL 5/10/21 50 STDL12 STD.DETAIL 5/10/21 51 STDL13 STD.DETAIL 5/10/21 52 STDL14 STD.DETAIL 5/10/21 53 STDL15 STD.DETAIL 5/10/21 54 STDL16 STD.DETAIL 5/10/21 Rama Pranav Kristam,P.E. #88906 Page 2 of 2 4451 St.Lucie Blvd,suite 201 Fort Pierce,FL 34946 Job: Truss Truss Type Qty Ply 05/10/2021 CRMSBM1674B2 A01 GABL 1 1 Seal#: 2581 83k 83k 83k 83k 1 I I 20'8-3/4'� �e'S-3I8'�, 20'8-VC 911 17'e' I 2D'4" Ilsxs(R)13 a)L G �% o5X6F AE AF GA4 AIAJ AN AO AK PO\6X8 6 IX14D T� %X(R) AL _7X6 %3 63a T T A3X PAABe =4X1U X (a) I m ° An Ill 5X4 1 1 1 1 5 - 4 5�3X6(Ai) �eX6Y -3X8 -3X6 3X4 SEAT 18-3-13116" 19'8-31i6" PLATE REO. 110. 19'e 4.:, 38 8'7-5/8' j 2'+-2'-t2 j btk 51k btk 51k Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.179 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.367 E 601 240 AS 916 /- /- /- /442 /13 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.080 F - - Y 5335 /- /- /- /1241 /- EXP:B Kzt:NA HORZ TL: 0.165 F S 992 /- /- /- /374 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf AS Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.830 P Y Brg Width=7.6 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.986 Re Fac:Varies b Ld Case Max Web CSI: 0.841 S Brg Width,7.6 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.80 ft P y Bearings AS,Y,&S are a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearings AS,Y,&S require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Loading B-C 2851 -863 J-K 1955 -296 Top chord:2x4 SP M-30;T3,T4,T6 2x4 SP#2; Truss designed to support 2-0-0 top chord outlookers C-D 1483 -2032 K-L 1996 -337 Bot chord:2x4 SP#2; and cladding load not to exceed 8.00 PSF one face Webs:2x4 SP A-B 75 16 L-M 1994 378 #3;W7,W9 2x4 SP#2; and 24.0"span opposite face.Top chord must not be B_AS 2075 -2141 M-N 1992 -378 cut or notched,unless specified otherwise. 453 Bracing D-E 1729 -584 N-O 2040 -540 (a)Continuous lateral restraint equally spaced on Bearing Block(s) E-F 1759 -517 O-P 1918 -544 member. Brg blocks:0.131"xY,min.nails F-G 1762 -439 P-Q 1962 -600 brg x-loc #blocks length/blk #nails/blk wall plate G-H 1807 -379 Q-R 301 -455 Special Loads 2 18.000' 1 181, 12 Rigid Surface H-I 1787 -299 R-S 357 -983 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Brg block to be same size and species as chord. I-J 1795 -271 S-T 75 -16 TC:From 62 plf at -3.97 to 62 plf at 8.55 Refer to drawing CNNAILSP1014 for more information. TC:From 31 plf at 8.55 to 31 plf at 15.03 Additional Notes Maximum Bot Chord Forces Per Ply(Ibs) ona oes TC:From 62 plf at 15.03 to 62 plf at 36.70 Chords Tens.Comp. Chords Tens. Comp. BC:From 14 plf at 0.00 to 14 plf at 8.40 See Al Std Detail for gable wind bracing and other BC:From 7 plf at 8.40 to 7 plf at 15.62 requirements. C-AC 934 -147 Y-W 45 -185 BC:From 14 plf at 15.62 to 14 plf at 35.36 AC-AB 130 -25 W-V 364 -259 TC: 83 lb Conc.Load at 8.64,10.64,12.64,14.64 AA-Z 304 -103 V-U 364 -259 BC: 51 lb Conc.Load at 8.64,10.64,12.64,14.64 Z-X 1165 -3265 U-S 724 -172 Plating Notes All plates are 1.5X3 except as noted. Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins D-AC 108 -147 J-AL 314 -1861 In lieu of structural panels or rigid ceiling use purlins D-AD 1036 -3158 AL-X 953 -4243 to laterally brace chords as follows: D-AA 771 -187 AL-AN 1631 -292 Chord Spacing(in oc) Start(ft) End(ft) AC-AA 816 -128 AM-K 83 -268 TC 24 3.81 26.02 AD-AE 1039 -3169 X-Y 1240 -5318 BC 97 0.20 8.25 AA-AB 62 0 X-AP 1162 -3459 BC 36 8.25 15.67 AA-AH 1548 -400 X-W 263 -337 BC 75 15.77 35.22 Apply purlins to any chords above or below fillers AE-AA 220 -608 AN-AO 1634 -293 at 24"OC unless shown otherwise above. AE-AF 1050 -3227 AO-M 136 -376 AF-AG 1054 -3240 AO-AP 1640 -294 Wind AG-AH 1056 -3247 AP-W 315 -50 Wind loads and reactions based on MWFRS. AH-Z 371 -1382 AP-AQ 866 -1629 Wind loading based on both gable and hip roof types. AH-AI 627 -1594 W-Q 48 -448 Z-AL 3727 -972 AQ-AR 862 -1617 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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. Truss Truss Type Qty Ply 0 511 012 02 1 2581 A01 GABL 1 1 AI-AJ 629 -1602 AR-Q 859 -1610 AJ-AK 629 -1602 U-Q 599 -227 AK-AL 629 -1604 U-R 294 -690 Maximum Gable Forces Per Ply(lbs) Gables Tens.Comp. Gables Tens. Comp. E-AD 107 -292 1-AK 27 -148 F-AF 150 -444 AN-L 54 -173 G-AG 100 -356 AQ-N 177 -488 H-Al 147 -514 AR-P 69 -187 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKNOWLEDGMENT'form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only AI ine connector plates shall be used for the 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 Ra P= responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the content of the IRC,the IBC,local building code and TPI-1.The approval of the TDD and any field use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and OBlvd,Suita= 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 05/10/2021 CRMSBM1674B2 A02 COMN 2 1 Seal#: 2626 AO _ 17'8" 20'4" =6X6D E III1.5X3 12 lk 5X6 6 1\5X10(R)C F io M � p (a) O 5X8(610R G 41.5X3 =8X14 T _ A N L v °_ 1111.5X3 1 1 H=3X6(A1) M K J 1112X4 =3X6=4X16 SEAT PLATE REQ. SEAT PLATE REQ. 38' j= 18'4-5/8" -{- 19'7-3/8" 4—{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.350 C 999 360 Loc R+ /R- /Rh /Rw /Ll /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.656 C 680 240 A 1431 /- /- /770 /373 /290 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.237 J - - H 1512 /- /- /900 /374 /- EXP:B Kzt:NA Des TL: 0.445 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf H Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.594 P Bearings A&H are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.969 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.813 Bearings A&H require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 298 -622 E-F 700 -2141 Lumber B-C 793 -2818 F-G 714 -2322 C-D 665 -1995 G-H 786 -2660 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 766 -2015 H-I 35 0 T2 2x6 SP#2; Bot chord:2x4 SP M-30;B2 2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a)Continuous lateral restraint equally spaced on B-N 2594 -547 K-J 19 1 member. N-L 2592 -542 J-H 2310 -598 M-K 19 -1 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 120 0.11 15.85 C-N 214 20 L-F 219 318 BC 118 15.83 35.16 C-L 377 -1045 L-J 2133 -460 Apply purlins to any chords above or below fillers D-L 1488 -539 F-J 93 -207 at 24"OC unless shown otherwise above. L-M 120 0 J-G 236 -400 L-E 170 -125 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 Panay 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 05/10/2021 CRMSBM1674B2 A03 COMN 1 1 Seal#: 2583 17'8" 20'4" -5X6 F G 1111.5X3 6 12 -3X4E H g3X4 io i 3X6 D �-1 3X6 M I(a) ro 16 �3X4C =5X14 �i1.5X3 T =3X6(A1)B 5X8 O 4_I„ A 1 i 1115X8(R) III1.5X4 K=3X6(A1) P N M 1112X4 =3X6 5X14 38' �4-}�11'0-3/8" T4-1/4" 19'7-3/8" 1 4-{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.205 G 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.386 G 999 240 B 1530 /- /- /871 /375 /313 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.099 M - - K 1530 /- /- /908 /378 /- EXP:B Kzt:NA ft HORZ(TL): 0.187 M Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf K Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.520 P Bearings B&K are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.992 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.898 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): A-B 35 0 G-H 711 -2185 Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 B-C 761 -2722 H-1 724 -2270 Lumber C-D 838 -2932 I-J 709 -2361 D-E 847 -2850 J-K 795 -2698 Top chord:2x4 SP#2; E-F 666 -2001 K-L 35 0 Bot chord:2x4 SP#2;B4 2x4 SP M-30; Webs:2x4 SP#3; F-G 769 -2054 Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-S 2362 -539 P-N 16 -3 Purlins S-R 55 -21 N-M 16 -3 In lieu of structural panels or rigid ceiling use purlins Q-O 2571 -529 M-K 2344 -604 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) BC 104 0.15 10.89 Webs Tens.Comp. Webs Tens. Comp. BC 92 10.90 18.55 BC 118 18.53 37.85 C-S 172 -473 O-P 120 0 Apply purlins to any chords above or below fillers C-Q 227 0 O-G 161 -161 at 24"OC unless shown otherwise above. S-Q 2357 -527 O-H 219 -318 Q-R 76 0 O-M 2171 -465 Wind Q-E 554 -74 H-M 93 -210 Wind loads based on MWFRS with additional C&C E-O 354 -997 M-J 234 -397 member design. F-O 1446 -512 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 Panay 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 05/10/2021 CRMSBM1674B2 A04 COMN 2 1 Seal#: 2537 17'8" 20'4" 1115X6(R)E F 1111.SX3 12 g5X6D -5X6 6 F71 G io M ro o $1.5X3C (a) (a) _ H 01.5X3 3X6(A1)B =5X8 a3/f6^ A 1 =3X4 =X6 =3X4 M 1=3X6(A1) N L K 1112X4 =3X6=7X8 38' 4„ 18'4-5/8" 19'7-3/8" 1 4—{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.256 M 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.482 M 938 240 B 1527 /- /- /870 /374 /313 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.089 K - - 1 1527 /- /- /908 /378 /- EXP:B Kzt:NA HORZ TL: 0.168 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.868 P Bearings B&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.984 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.739 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): A-B 35 0 F-G 664 -1905 Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 B-C 780 -2709 G-H 721 -2373 Lumber C-D 739 -2455 H-1 798 -2708 D-E 666 -1851 1-1 35 0 Top chord:2x4 SP#2; E-F 627 -1579 Bot chord:2x4 SP#2;132,134 2x4 SP M-30; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-Q 2358 -558 N-L 106 -29 member. Q-P 2000 -413 L-K 106 -29 Purlins P-O 2000 -413 K-I 2355 -610 In lieu of structural panels or rigid ceiling use purlins O-M 1499 -201 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) BC 101 0.15 18.54 Webs Tens.Comp. Webs Tens. Comp. BC 118 18.53 37.85 Apply purlins to any chords above or below fillers C-Q 188 -315 M-F 336 -107 at 24"OC unless shown otherwise above. Q-D 398 -30 M-G 279 -584 D-O 256 -595 M-K 1939 -414 Wind E-O 835 -286 G-K 252 -23 Wind loads based on MWFRS with additional C&C M-N 125 0 K-H 230 -390 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 Panay 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 05/10/2021 CRMSBM1674B2 A06 COMN 11 1 Seal#: 2540 AO _ 17'8" 20'4" 1115X6(R)E F 1111.5X3 12 X6 6 � \\5X10(R)D GH-3X4 io an 03X4 C (a) (a) 16 o4X12(B10R =10X10 I'i3X4 1111.5X3 =3X3 T A T S R-3X4(-) III1.5X3 O v °�[}.5_T. 1111.5X3 -5X6 U V 1 1 J_3XK(A1) P N M L 1112X4 =4X10=3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' I.2'8-3/8" - -1?,4„ r =T- 15'8-1/8" -�- 19'7-1/2" �{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.213 O 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.399 O 999 240 A 1431 /- /- /770 /373 /290 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.137 L - - J 1512 /- /- /900 /374 /- EXP:B Kzt:NA ft Building TL): 0.256 L Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf J Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.469 P Bearings A&J are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.985 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.756 Bearings A&J require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 300 -622 F-G 706 -2168 Lumber B-C 914 -3263 G-H 687 -1963 C-D 835 -2810 H-1 685 -2135 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 665 -2010 I-J 752 -2663 T2 2x6 SP#2; E-F 756 -2007 J-K 35 0 Bot chord:2x6 SP#2;B3,B4 2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-T 3167 -714 P-N 18 3 member. T-S 3157 -711 N-M 2302 -568 Plating Notes S-R 3157 -711 M-L 2302 -568 (**)1 plate(s)require special positioning.Refer to R-Q 2498 -519 L-J 2304 -566 scaled plate plot details for special positioning Q-O 2480 -510 requirements. Maximum Web Forces Per Ply(Ibs) Tray Scab(s) Webs Tens.Comp. Webs Tens. Comp. (2)2x8x9-3-5 x SP 2400f-1.8E scabs at left end.Attach T-C 70 -158 O-F 156 94 one scab to each outer face of chord with:0.131"x3", min.nails @ 8"oc,Plus additional nail clusters at:BRG.: C-R 240 -768 O-G 228 -175 (4),heel:(6),1st panel point:(2). D-R 440 -34 O-N 1983 -411 D-O 340 -892 V-P 83 0 Purlins Q-U 35 0 G-N 124 -447 In lieu of structural panels or rigid ceiling use purlins U-V 17 -6 N-1 217 -545 to laterally brace chords as follows: E-O 1365 -490 I-L 217 0 Chord Spacing(in oc) Start(ft) End(ft) O-V 118 0 BC 116 0.28 15.84 BC 98 15.82 35.16 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 A07 COMN 1 1 Seal#: 2586 j= 16'4" -1- 2'8" -1 19, - U\5X6(R) =5X6 D E 12 g F�:;;- \\\5X10(R)C 3X4 ro C'�3X6 M (a) Eo 0 On ;4X10(B10R H a3X4 0 B T A =5XB W V UT N a-sits^ =4X6= 1112X4(—) N T =3X3 1=3X6(A1) 1 1 1113X4 3 RP M L K 1113X6 =4X10=3X6 SEAT PLATE REQ. SEAT PLATE REQ. 38' 16'4" 2'0-1/2" 19'7-1/2" 1 4—I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.370 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.693 N 644 240 A 1431 /- /- /770 /126 /272 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.255 K - - 1 1512 /- /- /900 /126 /- EXP:B Kzt:NA HORZ TL: 0.478 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.696 P Bearings A&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.894 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.913 Bearings A&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 314 -622 F-G 761 -2052 Lumber B-C 882 -2794 G-H 754 -2186 C-D 807 -2178 H-1 819 -2673 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 754 -1845 I-J 35 0 T2 2x6 SP#2; E-F 785 -2148 Bot chord:2x4 SP#2;B2,B3 2x4 SP M-30; Webs:2x4 SP#3;W6 2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-W 2570 -636 R-P 39 4 member. W-V 2566 -631 Q-O 68 -27 Plating Notes V-T 2566 -631 P-M 76 -18 All plates are 1.5X3 except as noted. U-Q 107 -30 M-L 2314 -635 T-S 1842 -344 L-K 2314 -635 (")1 plate(s)require special positioning.Refer to S-N 1763 -335 K-I 2315 -633 scaled plate plot details for special positioning requirements. Maximum Web Forces Per Ply(Ibs) Purlins Webs Tens.Comp. Webs Tens. Comp. In lieu of structural panels or rigid ceiling use purlins C-W 197 -7 N-E 793 -208 to laterally brace chords as follows: C-T 360 -937 N-F 241 -242 Chord Spacing(in oc) Start(ft) End(ft) U-S 87 17 N-M 1964 483 BC 120 0.11 16.19 TC 24 13. 16. D-T 639 -206 F-M 139 -385 BC 30 13.63 16.18 R-Q 260 -135 M-H 195 -495 BC 120 15.68 35.16 O-P 172 -243 H-K 201 0 Apply purlins to any chords above or below fillers N-O 102 -51 at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 A08 COMN 1 1 Seal#: 2587 14'4" 6'8" 17' :6X6 =6X6 D E F 12 %\5X10(R)C 6 3X6 G H Z`s3X4 M o :4X10(1310R (a) 17 B o AEHI =SXB (a) T� 4site• 11(6 =3X4 O 1 1 =3X3 1=4X4)(A2) P M L K 1112X4 =6X8 =3X6 SEAT PLATE REQ. SEAT PLATE REQ. 38' 16'4" _12'0-1/2+ 19'7-1/2" _I 1 4-•{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.359 U 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.672 U 664 240 A 1431 /- /- /767 /128 /244 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.265 K - - 1 1512 /- /- /898 /160 /- EXP:B Kzt:NA HORZ TL: 0.497 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf 1 Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.744 P Bearings A&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.877 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.830 Bearings A&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 336 -622 F-G 811 -1867 Lumber B-C 989 -2738 G-H 779 -1884 C-D 981 -2341 H-1 912 -2589 Top chord:2x4 SP M-30;T1 2x8 SP 2400f-1.8E; D-E 978 -2207 I-J 35 0 T3 2x6 SP#2;T4 2x4 SP#2; E-F 976 -2201 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-U 2504 -729 Q N 1947 515 member. U-T 2503 -724 P-M 37 -14 Plating Notes T-S 2503 -724 M-L 2217 -695 All plates are 1.5X3 except as noted. S-Q 1977 -530 L-K 2217 -695 R-O 34 -14 K-I 2220 -693 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 11.63 18.30 C-U 226 0 N-F 1568 474 BC 120 0.11 15.82 C-S 301 -814 N-M 2178 -596 BC 26 13.63 15.82 S-D 549 -187 O-P 0 -9 BC 120 15.82 35.16 D-N 499 -180 F-M 327 -1068 Apply purlins to any chords above or below fillers R-Q 45 0 M-H 297 -739 at 24"OC unless shown otherwise above. E-N 138 -144 H-K 302 0 N-O 18 -9 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 Panay 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 05/10/2021 CRMSBM1674B2 A09 COMN 1 1 Seal#: 2588 12'4" 10,81, 15, =7X6 D E M6X6F 12 6 p 3X4 C 3G6 H ss3X4 o =5X8(1310R r° A =6X8 (a) oo T T S N 1 =3X3 1 I 4X4t(A2) P M L K =4X10 =3X6 SEAT PLATE REQ. SEAT PLATE REQ. 38' 2'8-3/8" 1 13'7-5/8" 2'0-1/2" 19'7-1/2" 1 4-I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.235 E 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.439 E 999 240 A 1431 /- /- /759 /132 /217 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.144 K - - 1 1512 /- /- /892 /175 /- EXP:B Kzt:NA HORZ TL: 0.269 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 A Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.678 P Bearings A&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.670 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.723 Bearings A&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 359 -622 F-G 934 -1978 Lumber B-C 1308 -3201 G-H 908 -2005 C-D 1138 -2569 H-1 1027 -2630 Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 1254 -2618 I-J 35 0 Bot chord:2x4 SP#2;B1 2x4 SP M-30; Webs:2x4 SP#3; E-F 1250 -2610 Bracing Maximum Bot Chord Forces Per Ply(Ibs) (a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp. member. B-T 3071 -1105 P-M 40 -20 Plating Notes T-S 3064 -1102 M-L 2264 -808 All plates are 1.5X3 except as noted. S-Q 2240 -754 L-K 2264 -808 R-O 41 -23 K-I 2266 -806 Tray Scab(s) Q-N 2200 -730 (2)2x8x9-4-12 x SP 2400f-1.8E scabs at left end. Attach one scab to each outer face of chord with: Maximum Web Forces Per Ply(Ibs) 0.131"x3",min.nails @ 8"oc,Plus additional nail Webs Tens.Comp. Webs Tens. Comp. clusters at:BRG.:(4),heel:(6),1st panel point:(2). T-C 111 -122 N-O 74 0 Purlins C-S 382 -904 N-M 1898 -632 In lieu of structural panels or rigid ceiling use purlins D-S 435 -83 N-F 1394 -568 to laterally brace chords as follows: D-N 600 -264 M-F 240 -547 Chord Spacing(in oc) Start(ft) End(ft) R-Q 44 0 M-H 269 -653 TC 24 9.63 20.30 E-N 271 -287 H-K 264 0 BC 120 0.11 15.82 O-P 47 0 BC 26 13.63 15.82 BC 120 15.82 35.16 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 A10 HIPS 1 1 Seal#: 2589 10'4" + 14'8" + 13' 5X8 III 1.5X3 D E = X F T6 12 �36 1.5X3 C H 3X4 M � O u7 =3X6(A1)B 4 =5X8 l �„ A 1 =3X4=3X6 N 1=3X6(A1) O M L K 1111.5X4 =6X8=3X6 1111.5X3 SEAT PLATE REQ. SEAT PLATE REQ. 38' �4+ 18'4-1/2" + 4 19'7-1/2" � Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.199 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.374 E 999 240 B 1530 /- /- /851 /383 /212 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.075 K - - 1 1530 /- /- /890 /385 /- EXP:B Kzt:NA HORZ TL: 0.142 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.8 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.8 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.542 P Bearings B&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.972 Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.774 Bearings B&I require a seat plate. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 35 0 F-G 1076 -2119 Lumber B-C 1236 -2710 G-H 1062 -2192 C-D 1156 -2411 H-1 1147 -2699 Top chord:2x4 SP#2;T2 2x4 SP M-30; D-E 1432 -2724 I-J 35 0 Bot chord:2x4 SP#2;B1 2x4 SP M-30; Webs:2x4 SP#3; E-F 1429 -2716 Purlins Maximum Bot Chord Forces Per Ply(Ibs) In lieu of structural panels or rigid ceiling use purlins Chords Tens.Comp. Chords Tens. Comp. to laterally brace chords as follows: B-Q 2357 -967 M-L 2334 925 Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.33 25.00 Q-P 2105 -812 L-K 2334 -925 BC 120 0.15 18.52 P-N 2107 -812 K-1 2336 -923 BC 96 18.52 37.85 O-M 34 -16 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Maximum Web Forces Per Ply(Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C C-Q 177 -286 N-M 1894 -732 member design. D-Q 386 0 N-F 1062 -563 Wind loading based on both gable and hip roof types. D-N 727 -446 M-F 121 -79 E-N 421 -485 M-H 221 -517 N-O 89 0 H-K 208 0 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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 05/10/2021 CRMSBM1674132 A11 HIPS 1 1 Seal#: 2590 8'3-1/4" 18'8" 11'� e5X6 =3X6 =5X6 D E F G H T 12 6 T a 1.5X3 O (a) M (a) 1 1.5X3 0 A B /1=6X6 20 IT $"'6 =3X8 S J=3X6(A1) L 13 K 4- „ R Q =3X8 PI-I O N M L_ 1113X6(R) ill1.5X3 =4X4 =3X6 =3X8 =3X6 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3-1/16" 24'8-3/16" 1'4-3/4" 37'11-1/4" 1 4� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.046 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.088 L 999 240 R 459 /- /- /423 /160 /186 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.015 L - - P 1772 /- /- /985 /405 /- EXP:B Kzt:NA HORZ TL: 0.030 L J 934 /- /- /596 /230 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf R Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.667 TPI Sid: 2014 Max BC CSI: 0.838 P Brg Width=7.6 Min Req= 2.1 Load Duration:1.25 MWFRS Parallel Dist:h/2 to h Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.960 J Brg Width= J Min Req. 1.5 p g� Bearings R,P,&J are a rigid surface. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearings R,P,&J require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 F-G 547 -213 Top chord:2x4 SP#2; B-C 168 -465 G-H 404 -571 Bot chord:2x4 SP#2; Webs:2x4 SP#3; C-D 2 - H-I 491 -1058 D-E 203 03 --91 91 I-J 597 -1421421 Bracing E-F 547 -213 J-K 35 0 (a)Continuous lateral restraint equally spaced on member. Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Plating Notes R-Q 633 -480 N-M 881 -244 All plates are 3X4 except as noted. Q-P 633 -480 M-L 881 -244 Purlins P-O 288 -257 L-J 1214 -440 O-N 288 -257 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) TC 24 8.27 26.94 Webs Tens.Comp. Webs Tens. Comp. BC 75 0.00 37.79 Apply purlins to any chords above or below fillers B-R 241 -392 T-U 300 -286 at 24"OC unless shown otherwise above. B-S 355 -97 E-U 591 -803 R-S 473 -435 P-U 1000 -1598 Wind C-T 224 -316 U-G 677 -1239 Wind loads based on MWFRS with additional C&C S-Q 344 -334 U-N 826 -396 member design. S-T 518 -300 G-N 273 0 Wind loading based on both gable and hip roof types. S-P 770 -786 N-H 177 -425 D-T 179 -295 H-L 421 -25 Left bottom chord exposed to wind. T-E 636 -403 L-1 222 -379 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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 05/10/2021 CRMSBM1674132 Al2 HIPS 1 1 Seal#: 2591 AO _ 61-1/4" -{- 22'8" -}- 9' j %7X6(R) =4X4 III1.5X3=3X6 :5X6 12 C D E F G H T 6 11111.5X3 T o (a) o B -� A =5X6 T ra-sns° K= I =6X6 1111.5X3 R Q P C -3X6(A1) 1 1 X W V U T S -4X8=3X6 1111.5X4 M L a- III 3X6 =3X8 1114X4 1111.5X3 =4X4 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. I-13'3-1/16" 24'8-3/16" 1f4-3/4" 15'6-7/8" 14'5-3/8" T11" 4-� 3T 11-1/4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.070 1 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.133 1 999 240 X 463 /- /- /426 /205 /158 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.023 M - - V 1833 /- /- /979 /405 /- EXP:B Kzt:NA Des TL: 0.044 M K 894 /- /- /560 /231 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf X Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.668 TPI Std: 2014 Max BC CSI: 0.802 V Brg Width=7.6 Min Req= 2.2 Load Duration:1.25 MWFRS Parallel Dist:h/2 to h Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.661 K Brg Width=7.6 Min Req. 1.5 p g� Bearings X,V,&K are a rigid surface. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearings X,V,&K require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 G-H 664 -1097 Top chord:2x4 SP#2; B-C 359 -353 H-1 858 -1591 Bot chord:2x4 SP#2; Webs:2x4 SP#3; C-D 866 -344 I-J 786 -1623 D-E 321 -395 J-K 636 -1447 Bracing E-F 321 -395 K-L 35 0 (a)Continuous lateral restraint equally spaced on F-G 321 -395 member. Maximum Bot Chord Forces Per Ply(Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 3X4 except as noted. X-W 181 -144 R-Q 1085 -445 Purlins W-V 46 -81 Q-P 1085 -445 U-T 542 -817 P-N 1201 -475 In lieu of structural panels or rigid ceiling use purlins V-S 8 -15 O-M 39 -20 to laterally brace chords as follows: T-R 542 -832 M-K 1253 -502 Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.27 28.94 BC 75 0.00 15.57 Maximum Web Forces Per Ply(Ibs) BC 75 13.29 30.19 Webs Tens.Comp. Webs Tens. Comp. BC 92 30.17 37.79 Apply purlins to any chords above or below fillers B-X 348 -425 R-G 449 -869 at 24"OC unless shown otherwise above. B-W 227 -203 G-P 240 0 C-W 260 -255 P-H 46 -132 Wind C-U 739 -1047 H-N 611 -260 Wind loads based on MWFRS with additional C&C W-U 381 -244 N-O 68 0 member design. U-V 1101 -1735 N-1 145 -170 Wind loading based on both gable and hip roof types. U-D 784 -1240 N-M 1246 -493 Left bottom chord exposed to wind. D-R 1493 -752 N-J 160 -67 T-S 56 -39 M-J 188 -310 E-R 241 -315 **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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 05/10/2021 CRMSBM1674132 A13 HIPS 1 1 Seal#: 2592 AO _ 280# 187# 187# 187# 187# 187# 190# 190# 190# 190# 190# 190# 190# 432# + + + b + + + 7'0-3/8" 4'3-1/4" 26'8" 7' 12 =3X10 =6X8 1111.5X3 =4X6 N7X6(R) 6 F C= X D E FG= X H I J T - - T 1a1 (a) :Ka4X4 B (a) o a l A =H07 11 7X8 U- T S R L=4X6(A2)3X6 l AB AA Z Y X Z111.5X3 =H0308 N M aIM 1113X6 =3X8 1116X6 III1.5X3 =6X6 1 SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. 13'3-1/16" 24'8-3/16" -3/ - 166-7/8" -}- 14'5-3/8"71/�T3-1/2" 4- TI�Z 0� 37'11-1/4" 4'3-5/8" i 3/8" 2,�2,�J.�2,�2,�J.�2, ii3-1/If3-1 2, 2,-f 2, 2,f 2, i2'0-!/'- 213# 111 111# 111# 111# 111# 98#98# 98# 988# 98# 988# 98# 98# 601# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.243 R 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.453 R 649 240 AB 538 /- /- /- /252 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.067 N - - Y 4897 /- /- /- /1875 /- EXP:B Kzt:NA INHORZ TL: 0.124 L 2006 /- /- /- /679 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf AB Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.858 TPI Std: 2014 Max BC CSI: 0.990 Y Brg Width=7.6 Min Req= 2.8 Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Re Fac:Varies b Ld Case Max Web CSI: 0.738 L Brg Width,7.6 Min Req a 2.4 Spacing:24.0" C&C Dist a:3.79 ft p y Bearings AB,Y,&L are a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearings AB,Y,&L require a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE,HS VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber Purlins A-B 37 -15 G-H 224 -870 Top chord:2x4 SP#2;T2,T3 2x4 SP M-30; In lieu of structural panels or rigid ceiling use purlins B-C 277 -486 H-I 1091 -3465 Bot chord:2x4 SP M-30;B1 2x4 SP#2; to laterally brace chords as follows: 50 Webs:2x4 SP#3;W7,W12 2x4 SP#2; Chord Spacing(in oc) Start(ft) End(ft) C-D 717 4668 D-E 3511 -1-50 I-J 1541 -J-K 1843 -5229 4668 W8 2x4 SP M-30; TC 24 4.27 30.94 BC 75 0.00 15.57 E-F 224 -870 K-L 1268 -3712 Bracing BC 42 13.30 30.84 F-G 224 -870 L-M 35 -14 (a)Continuous lateral restraint equally spaced on BC 81 30.02 37.79 member. Apply purlins to any chords above or below fillers Maximum Bot Chord Forces Per Ply(Ibs) at 24"OC unless shown otherwise above. Chords Tens.Comp. Chords Tens. Comp. Special Loads ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) AB-AA 6 0 T-S 3356 -1063 TC:From 62 plf at -1.40 to 62 plf at 4.27 AA-Z 386 -229 S-R 4650 -1542 TC:From 31 plf at 4.27 to 31 plf at 30.94 Z-Y 113 -319 R-O 4767 -1677 TC:From 62 plf at 30.94 to 62 plf at 39.27 Y-V 21 -68 Q-P 0 0 BC:From 14 plf at 0.00 to 14 plf at 4.30 X-W 1142 -3348 P-N 106 -38 BC:From 7 plf at 4.30 to 7 plf at 30.65 W-U 1162 -3414 N-L 3254 -1109 BC:From 14 plf at 30.65 to 14 plf at 37.94 U-T 3356 -1063 TC: 280 lb Conc.Load at 4.30 TC: 187 lb Conc.Load at 6.33,8.33,10.33,12.33 14.33 Maximum Web Forces Per Ply(Ibs) TC: 190 lb Conc.Load at 16.33,17.60,18.87,20.87 Webs Tens.Comp. Webs Tens. Comp. 22.87,24.87,26.87,28.87 B-AB 271 -522 F-U 321 647 TC: 432 lb Conc.Load at 30.91 BC: 213 lb Conc.Load at 4.30 B-AA 402 -242 U-H 979 -2916 BC: 111 lb Conc.Load at 6.33,8.33,10.33,12.33 C-AA 290 -29 H-S 970 -245 14.33 C-Z 353 -1138 S-I 532 -1403 BC: 98 lb Conc.Load at 16.33,17.60,18.87,20.87 Z-D 1040 -339 I-R 157 0 22.87,24.87,26.87,28.87 Z-X 0 -460 R-J 155 -117 BC: 601 lb Conc.Load at 30.91 D-X 1299 -3285 O-P 636 -238 X-Y 1715 -4531 0-1 1625 -543 Plating Notes X-E 1122 -3154 O-N 3269 -1110 All plates are 3X4 except as noted. E-U 4978 -1619 O-K 1450 -550 W-V 16 -55 N-K 401 -1047 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 Panay 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 05/10/2021 CRMSBM1674B2 B01 JACK 2 1 Seal#: 2593 12 C 6 00 2X4(A1) B M o _T_ o 4-3/�16" A D SEAT PLATE REQ. 1'4" -1 o 1'10-15/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 193 /- /- /154 /49 /53 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 D D 24 /- /- /14 /2 /- EXP:B Kzt:NA HORZ TL: 0.000 D C 27 /- /- /18 /18 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.204 TPI Std: 2014 Max BC CSI: 0.037 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 12 -34 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 21 0.15 1.91 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 B02 JACK 2 1 Seal#: 2594 D 12 =1.5X3 C - T. ib Ln _ CO 2X4(A1)B 1111.5X4 FVB 7-1/4" rn 4_3„ (V A GF III 1.5X3 SEAT PLATE REQ. 1,4"�{�2'7-5/8"�7 1/4 { 3'2-7/8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.006 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.011 G 999 240 B 229 /_ /_ /169 /49 /77 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.004 G - - E 34 /- /- /17 EXP:B Kzt:NA HORZ TL: 0.007 G D 76 /- /- /47 /36 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.208 TPI Std: 2014 Max BC CSI: 0.048 E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 D Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.038 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 C-D 34 -61 Top chord:2x4 SP#2; B-C 5 -63 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B-F 7 -15 G-E 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) C-G 21 -4 BC 30 0.15 2.64 BC 13 2.18 3.24 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. at 24"OC unless shown otherwise above. G-F 41 0 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 Panay 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 05/10/2021 CRMSBM1674B2 B03 JACK 4 1 Seal#: 2595 A_ C 12 T T 6 - cm LO CD 2M(A1) B LO 4-3/_T_�16" CV A D SEAT PLATE REQ. 1'4" 2'5-9/1 6" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 206 /- /- /158 /48 /63 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 D D 34 /- /- /15 EXP:B Kzt:NA HORZ TL: 0.001 D C 48 /- /- /26 /29 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.206 TPI Std: 2014 Max BC CSI: 0.035 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 22 -58 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 28 0.15 2.46 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 B04 JACK 1 1 Seal#: 2596 D 12 =1.5X3 C `' 6 v m M 7 N =2X4(A1)B 111 1 4 m N 4-3/]I, 1 A GIF JJJ III 1.5X3 SEAT PLATE REQ. 1'4" 27-5/8" 1'4-3/8" 4' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.018 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.033 G 999 240 B 254 /- /- /183 /51 /91 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.011 G - - E 46 /- /- /23 EXP:B Kzt:NA HORZ TL: 0.019 G D 101 /- /- /64 /49 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.196 TPI Std: 2014 Max BC CSI: 0.070 E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 D Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.067 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 C-D 45 -70 Top chord:2x4 SP#2; B-C 2 -74 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. Chords Tens. Comp. In lieu of structural panels or rigid ceiling use purlins B-F 16 -25 G-E 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) C-G 29 -9 BC 30 0.15 2.64 BC 22 2.18 4.00 Maximum Web Forces Per Ply(Ibs) Apply purlins to any chords above or below fillers Webs Tens.Comp. at 24"OC unless shown otherwise above. G-F 44 -4 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 Panay 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 05/10/2021 CRMSBM1674B2 B05 COMN 1 2 Seal#: 2597 27# 76# 73#101# 73# 76# 27# + + + + + �-2'1-1/2- F 1^4-7/8"i^TF 3'8" 1'47/ 12 4.24 p =5X6 E=5X6 P T 12 83X31) 3 T 6 7'�05M $5X6H 4 � III3X6')T =2X4 N IM1111.5X3A O K 1 SEAT PLATE REQ. SEAT PLATE REQ. 1'8" -7/�1'5-1111��5'10-13/16" 1 5 11/ 1'4" 1'4. 2'1-1/2"-I-1.10-112"�{1 0 7/8' /> 1/8",1'0-7/8"i 1'10-1/2"�{ 24# 34#♦ 5046#r'50## 24#s Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.265 L 515 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.472 L 288 240 B 700 /- /- /- /210 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.174 K - - 1 700 /- /- /- /210 /- EXP:B Kzt:NA HORZ TL: 0.314 K Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 0.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf I Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.757 P Bearings B&I are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.280 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.074 Bearings B&I require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 18 -7 F-G 283 -1026 Lumber Purlins B-C 54 -218 G-H 24 -77 C-D 24 -77 H-1 54 -218 Top chord:2x4 SP#2;T2 2x6 SP#2; In lieu of structural panels or rigid ceiling use purlins D-E 282 -1026 1-J 18 -7 Bot chord:2x6 SP#2; to laterally brace chords as follows: E-F 283 -1049 Webs:2x4 SP#3; Chord Spacing(in oc) Start(ft) End(ft) TC 24 5.07 6.59 Nailnote BC 33 0.15 2.88 Maximum Bot Chord Forces Per Ply(Ibs) Nail Schedule:0.131"x3",min.nails BC 63 3.21 8.46 Chords Tens.Comp. Chords Tens. Comp. Top Chord:1 Row @12.00"o.c. BC 33 8.78 11.52 Bot Chord:1 Row @12.00"o.c. Apply purlins to any chords above or below fillers B-P 43 -8 M-G 1077 -295 Webs :1 Row @ 4"o.c. at 24"OC unless shown otherwise above. P-O 0 0 L-K 0 0 Use equal spacing between rows and stagger nails D-N 1077 -294 K-1 43 -8 in each row to avoid splitting. Wind N-M 1060 -288 (1)1/2"bolts may be used for Wind loads and reactions based on MWFRS. (2)0.131"xY,min.nails on Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs) The Bottom Chord Only. Webs Tens.Comp. Webs Tens. Comp. Special Loads P-C 191 -36 M-F 33 -68 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) E-N 31 -62 H-K 191 -36 TC:From 62 plf at -1.33 to 62 plf at 1.41 E-M 6 -29 TC:From 31 pIf at 1.41 to 31 pIf at 10.26 TC:From 62 pIf at 10.26 to 62 pIf at 13.00 BC:From 7 plf at 0.00 to 7 plf at 11.67 TC: 27 lb Conc.Load at 2.12,9.54 TC: 76 lb Conc.Load at 4.00,7.67 TC: 73 lb Conc.Load at 5.07,6.59 TC: 101 lb Conc.Load at 5.83 BC: 24 lb Conc.Load at 2.12,9.54 BC: 34 lb Conc.Load at 4.00,7.67 BC: 50 lb Conc.Load at 5.07,6.59 BC: 46 lb Conc.Load at 5.83 Plating Notes (**)2 plate(s)require special positioning.Refer to scaled plate plot details for special positioning requirements. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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 05/10/2021 CRMSBM1674B2 B06 COMN 1 1 Seal#: 2598 AO _ = 5-10" -}- 5'10" - Dar4X4(R1) T 12 6 7- io r> �—z3X6(++)C E 1114X6(++) ch M FO 1 =2X4(A1)B J I F-2X4(A1) 4-3/11111.5X3 A L K III 1.5X4 C' III 1.5X4 SEAT PLATE REQ. SEAT PLATE REQ. 11'8" 1'4" 2-7-5/8" 64-3/4" 2-7-5/8" 1'4"�{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.292 K 467 360 Loc R+ /R- /Rh /Rw /LI /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.539 K 253 240 B 525 /- /- /320 /133 /111 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.295 H - - F 525 /- /- /320 /133 /- EXP:B Kzt:NA HORZ TL: 0.544 H Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf F Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.970 P Bearings B&F are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.453 Bearings B&F require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 35 0 D-E 421 -795 Lumber B-C 244 -328 E-F 237 -328 C-D 412 -795 F-G 35 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 B-K 132 -73 J-H 749 -248 (++)-This plate works for both joints covered. C-L 601 -163 1-F 132 -69 Purlins L-J 749 -248 H-E 601 -174 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) Webs Tens.Comp. Webs Tens. Comp. BC 30 0.15 2.64 L-K 81 -16 1-H 81 -15 BC 88 2.18 9.48 BC 30 9.03 11.52 D-J 184 0 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 C01 GABL 1 1 Seal#: 2599 107# 67# 67# 67# + 67 i + 67# + 67# + 107# 3'0-3/8" 37-7/8" 12'8-1/4" 37-7/8" 10' 10' PB4X6(R1) �4E2 H figfiXBC ikfiXB m3X10(R3)6 0�3X10(63) dT A K 1II N M L =5X6 SEAT PLATE REQ. SEAT PLATE REQ. 20' I-T4"'i F-1'4"-� 30-3/8"---I-2'0-3/8"T 2'-T-2' 1 1 2'44#♦T 2'T 2'0-3/8".Jy 104# 44# 44# 44#1 44# 44# 104# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.212 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.411 D 575 240 B 2322 /- /- /- /512 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.089 D - - J 2322 /- /- /- /512 /- EXP:B Kzt:NA ft HORZ(TL): 0.172 D Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 2.7 TCDL:4.2 psf J Brg Width=7.6 Min Req= 2.7 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.699 P Bearings B&J are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.985 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.418 Bearings B&J require a seat plate. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 75 -16 F-G 522 -2198 Lumber Wind B-C 767 -4103 G-H 469 -2260 C-D 427 -2450 H-1 427 -2450 Top chord:2x4 SP M-30; Wind loads and reactions based on MWFRS. D-E 469 -2260 I-J 767 -4103 Bot chord:2x4 SP M-30; Wind loading based on both gable and hip roof types. E-F 522 -2198 J-K 75 -16 Webs:2x4 SP#3; Additional Notes Special Loads Maximum Bot Chord Forces Per Ply(Ibs) (Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) See Al Std Detail for gable wind bracing and other Chords Tens.Comp. Chords Tens. Comp. requirements. TC:From 62 plf at -1.33 to 62 plf at 3.03 TC:From 31 plf at 3.03 to 31 plf at 16.97 B-N 3601 -587 M-L 3608 -581 TC:From 62 plf at 16.97 to 62 plf at 21.33 N-M 3608 -581 L-J 3601 -587 BC:From 14 plf at 0.00 to 14 plf at 3.03 BC:From 7 plf at 3.03 to 7 plf at 16.97 Maximum Web Forces Per Ply(Ibs) BC:From 14 plf at 16.97 to 14 plf at 20.00 Webs Tens.Comp. Webs Tens. Comp. TC: 107 lb Conc.Load at 3.03,16.97 TC: 67 lb Conc.Load at 5.06,7.06,9.06,10.94 C-N 159 0 F-Q 1098 -259 12.94,14.94 C-O 327 -1357 Q-R 332 -1373 BC: 104 lb Conc.Load at 3.03,16.97 C-M 90 -267 R-S 330 -1366 BC: 44 lb Conc.Load at 5.06,7.06,9.06,10.94 O-P 330 -1366 S-1 327 -1357 12.94,14.94 P-Q 332 -1373 L-1 159 0 Plating Notes M-1 90 -267 All plates are 1.5X3 except as noted. Maximum Gable Forces Per Ply(Ibs) Purlins Gables Tens.Comp. Gables Tens. Comp. In lieu of structural panels or rigid ceiling use purlins D-O 63 -214 R-G 86 -267 to laterally brace chords as follows: E-P 86 -267 S-H 63 -214 Chord Spacing(in oc) Start(ft) End(ft) TC 24 3.01 16.99 Q M 379 39 BC 117 0.15 19.85 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 8.00 PSF one face and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. **WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form. Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine connector plates shall be used for the 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 Panay 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 05/10/2021 CRMSBM1674B2 CO2 COMN 2 1 Seal#: 2600 t= 10, '{ 10, D=4X4 12 6 1.5X3 C E_1.5X3 M v in rn 3X4(A1)B F=3X4(A1) 4-3/16" A G. H =5X6 SEAT PLATE REQ. SEAT PLATE REQ. 20' �-1'4" 1'4"-{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.039 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.074 H 999 240 B 843 /- /- /491 /210 /167 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.017 H - - F 843 /- /- /491 /210 /- EXP:B Kzt:NA HORZ TL: 0.033 H Wind reactions based on MWFRS Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 B Brg Width=7.6 Min Req= 1.5 TCDL:4.2 psf F Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.285 P Bearings B&F are a rigid surface. Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.779 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.201 Bearings B&F require a seat plate. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 A-B 35 0 D-E 398 -926 Lumber B-C 515 -1253 E-F 515 -1253 C-D 398 -926 F-G 35 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. Purlins B-H 1068 -354 H-F 1068 -357 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply(Ibs) BC 120 0.15 19.85 Webs Tens.Comp. Webs Tens. Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. C-H 257 -344 H-E 257 -344 D-H 518 -147 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 Panay 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 05/10/2021 CRMSBM1674B2 CJ1 JACK 6 1 Seal#: 2601 12 6 C 2X4(A1) B 0 4-3/16" � LO A p SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 197 /- /- /171 /69 /36 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 D D 6 /-11 /- /14 /12 /- EXP:B Kzt:NA HORZ TL: 0.000 D C - /-33 /- /31 /40 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.205 TPI Std: 2014 Max BC CSI: 0.027 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 46 -29 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 10 0.15 0.97 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 CJ1A JACK 1 1 Seal#: 2602 12 6 C III 1.5X3B T io A iv rn HB 7-7/16" (�l 00 1113X6E D SEAT PLATE REQ. 1-4-3/4"-1 /� 1f 0 15/16d Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.000 B 999 240 E 178 /- /- /171 /81 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 B - - D 15 /- /- /6 EXP:B Kzt:NA HORZ TL: 0.000 B C - /-32 /- /49 /58 /36 Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.161 TPI Std: 2014 Max BC CSI: 0.007 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.098 Bearing E is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 B-C 157 -60 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Purlins E-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) Maximum Web Forces Per Ply(Ibs) BC 11 0.00 0.91 Webs Tens.Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. B-E 329 -172 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 Panay 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 05/10/2021 CRMSBM1674B2 CJ3 JACK 3 1 Seal#: 2603 C 12 6 [7- T 0 2X4(A1) B LO 4_3„ A D SEAT PLATE REQ. 1'4" B I 2'11-11/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 220 /- /- /165 /49 /72 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.001 D D 43 /- /- /20 EXP:B Kzt:NA HORZ TL: 0.001 D C 66 /- /- /38 /38 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.210 TPI Std: 2014 Max BC CSI: 0.058 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 30 -78 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 34 0.15 2.97 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 CJ3A JACK 1 1 Seal#: 2604 C 12 6 III1.5X3B T o A N rn HB 1'11-7/16" co 1 1113X6 E D SEAT PLATE REQ. 3p1/2 1-11-7/16" 1'4-3/4" 2'2-15/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.000 B 999 240 E 193 /- /- /170 /78 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 38 /- /- /16 EXP:B Kzt:NA HORZ TL: 0.000 B C 45 /- /- /35 /21 /60 Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=6.9 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.159 TPI Std: 2014 Max BC CSI: 0.044 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.088 Bearing E is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 0 B-C 147 -56 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Purlins E-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) Maximum Web Forces Per Ply(Ibs) BC 27 0.00 2.24 Webs Tens.Comp. Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. B-E 295 -178 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 Panay 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 05/10/2021 CRMSBM1674B2 CJ5 JACK 3 1 Seal#: 2605 C 12 6 _o (V M 2X4(A1)B 4-6„ A p SEAT PLATE REQ. 1'4" 'I` 4'11-11/16" -i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 288 /_ /_ /257 /79 /109 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.005 D D 77 /- /- /102 /47 /- EXP:B Kzt:NA HORZ TL: 0.008 D C 128 /- /- /85 /69 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.444 TPI Std: 2014 Max BC CSI: 0.240 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 57 -138 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 58 0.15 4.97 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 HJ3 HIP_ 2 1 Seal#: 2607 -20# T-2'9-5/8" C 12 T T 4.24 p ____E 00 2X4(A1)B I A D SEAT PLATE REQ. 1'10-5/8" 42-3/16" 1'4-1/2"1 12# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 169 /- /- /- /97 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.002 D D 61 /-1 /- /- /9 /- EXP:B Kzt:NA HORZ TL: 0.003 D C 40 /-5 /- /- /14 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) .00 TCDL:4.2 psf Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL: 10 Soffit: 0..0 p FBC 7th Ed.2020 Res. Max TC CSI: 0.089 B Brg Width=10.0 Min Req= 1.5 BCDL:4.2 psf D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.121 Re Fac:Varies b Ld Case Max Web CSI: 0.000 C Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 -8 B-C 21 -11 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Special Loads Chords Tens.Comp. ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) B-D 0 0 TC:From 0 plf at -1.89 to 61 plf at 0.00 TC:From 2 plf at 0.00 to 2 plf at 4.18 BC:From 2 plf at 0.00 to 2 plf at 4.18 TC: -20 lb Conc.Load at 1.38 BC: 12 lb Conc.Load at 1.38 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 48 0.15 4.18 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 HJ7 HIP_ 1 1 Seal#: 2608 -20# 256# 132 6 } 2'9-5/8" DT 12 4.24 p 3X4j!g;: °J o m ro "v =2X4(A1)B 4-3%i 66" GG FF EE i A 1111.SX3 =4X4 SEAT PLATE REQ. �-110-5/8" -}- 9'10-1/16" - 1�4-9/16" 2'9-15/16" 2'9-15/16" 86# 12# 155# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.043 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.078 G 999 240 B 739 /- /- /- /344 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.012 F - - E 490 /- /- /- /181 /- EXP:B Kzt:NA HORZ TL: 0.021 F D 245 /- /- /- /112 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) .00 TCDL:4.2 psf Building Code: Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL: 10 Soffit: 0..0 p FBC 7th Ed.2020 Res. Max TC CSI: 0.677 B Brg Width=10.0 Min Req= 1.5 BCDL:4.2 psf E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.999 Re Fac:Varies b Ld Case Max Web CSI: 0.904 D Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 37 -16 C-D 82 -115 Top chord:2x4 SP M-30; B-C 608 -1457 Bot chord:2x4 SP#2; Webs:2x4 SP#3; 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-G 1355 -546 F-E 0 0 TC:From 61 plf at -1.89 to 61 plf at 9.84 BC:From 14 plf at 0.00 to 14 plf at 9.84 G-F 1339 -544 TC: -20 lb Conc.Load at 1.38 TC: 132 lb Conc.Load at 4.21 Maximum Web Forces Per Ply(Ibs) TC: 256 lb Conc.Load at 7.03 Webs Tens.Comp. Webs Tens. Comp. BC: 12 lb Conc.Load at 1.38 BC: 86 lb Conc.Load at 4.21 G-C 253 -23 C-F 568 -1397 BC: 155 lb Conc.Load at 7.03 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 88 0.15 9.84 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 HJ7S HIP_ 1 1 Seal#: 2609 66# -12# 173# ♦ ? 2'9-5/8" C 2 t 4.24 p III1.5X3 B T - A 1 111 E D III1.5X4 SEAT PLATE REQ. F-1'11-11/16" 1/r' 5'8-1/4" 611-3/4" 4�3/ 5/16" 1'10-5/8" 43# 116# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: -0.000 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.001 B 999 240 E 320 /- /- /- /156 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 102 /- /- /- /16 /- EXP:B Kzt:NA HORZ TL: 0.000 B C 93 /- /- /- /57 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf E Brg Width=9.0 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.723 TPI Std: 2014 Max BC CSI: 0.557 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Re Fac:Varies b Ld Case Max Web CSI: 0.044 C Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing E is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing E requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 20 -8 B-C 41 -49 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Chords Tens.Comp. Special Loads E-D 0 0 ------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) TC:From 0 plf at -1.97 to 61 plf at 0.00 TC:From 2 plf at 0.00 to 2 plf at 5.98 Maximum Web Forces Per Ply(Ibs) BC:From 2 plf at 0.00 to 2 plf at 5.98 Webs Tens.Comp. TC: 66 lb Conc.Load at 0.35 TC: -12 lb Conc.Load at 1.29 B-E 149 -207 TC: 173 lb Conc.Load at 3.17 BC: 43 lb Conc.Load at 0.35 BC: 15 lb Conc.Load at 1.29 BC: 116 lb Conc.Load at 3.17 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 5.98 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 HJ131 HIP_ 2 1 Seal#: 2610 AO _ 97# D T 12 5.54 p =-1.5X3C v I � 2X4(A1)B 1 A II1.5X G 4 SEAT PLATE REQ. 1'5" 210-1/4" 1'5-3/4"�{ 4'3-15/16" 2'8-5/16" 68# Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LQ: 0.023 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.044 G 999 240 B 161 /- /- /- /37 /- BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.012 G - - E 50 /- /- /- /4 /- EXP:B Kzt:NA Des TL: 0.024 G D 73 /- /- /- /23 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=8.3 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.320 TPI Std: 2014 Max BC CSI: 0.100 E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 Re Fac:Varies b Ld Case Max Web CSI: 0.100 D Brg Width i 1.id Min Req= - Spacing:24.0" C&C Dist a:3.00 ft p y Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 18 -8 C-D 30 -12 Top chord:2x4 SP#2; B-C 17 -47 Bot chord:2x4 SP#2; Webs:2x4 SP#3; 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-F 13 -7 G-E 0 0 TC:From -0 plf at -1.42 to 62 plf at 0.00 TC:From 2 plf at 0.00 to 2 plf at 4.33 C-G 9 0 BC:From 2 plf at 0.00 to 2 plf at 4.33 TC: 97 lb Conic.Load at 2.69 Maximum Web Forces Per Ply(Ibs) BC: 68 lb Conc.Load at 2.69 Webs Tens.Comp. Purlins G-F 75 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 32 0.15 2.85 BC 23 2.39 4.33 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 J3 EJAC 8 1 Seal#: 2611 C 12 6 M - O W 2X4(A1)B 4-36„ N A p SEAT PLATE REQ. 1'4" B I a 3' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 221 /- /- /166 /49 /73 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.001 D D 44 /- /- /20 EXP:B Kzt:NA HORZ TL: 0.001 D C 67 /- /- /39 /39 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.210 TPI Std: 2014 Max BC CSI: 0.059 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 30 -79 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 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. 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 Panay 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 05/10/2021 CRMSBM1674B2 J34 JACK 4 1 Seal#: 2612 C 12 6 ao M � t � O , 2X4(A1) B N N 4-33 6" A D 1, 31411 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 201 /- /- /180 /56 /74 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.001 D D 51 /- /- /67 /31 /- EXP:B Kzt:NA HORZ TL: 0.002 D C 83 /- /- /55 /45 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=3.0 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.141 TPI Std: 2014 Max BC CSI: 0.093 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Lumber A-B 26 0 B-C 37 -76 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) 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 39 0.13 3.33 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674132 J3GE JACK 1 1 Seal#: 2613 III 1.5X3C 12 6T I SO 2X4(A1) B T SO CV 4-3/16" A D III 1.5X4 SEAT PLATE REQ. 2r7-11/16" 1 r4rr Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA D* 106 /- /- /77 /13 /18 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 D Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA HORZ(TL): 0.001 D D Brg Width=31.7 Min Req= - Mean Height:15.00 ft Building p Code: Creep Factor:2.0 Bearing B is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf Bearing B requires a seat plate. Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.137 Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.041 Maximum Top Chord Forces Per Ply(Ibs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.048 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: A-B 35 0 B-C 23 -56 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Maximum Bot Chord Forces Per Ply(Ibs) Lumber Chords Tens.Comp. Top chord:2x4 SP#2; B-D 178 -39 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Web Forces Per Ply(Ibs) Purlins Webs Tens.Comp. In lieu of structural panels or rigid ceiling use purlins C-D 113 -54 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 30 0.15 2.64 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 J7 EJAC 7 1 Seal#: 2614 C 12 6 F�e;- io M O � (M 7 V 2X4(A1)B J� A D SEAT PLATE REQ. 1r4r + T _I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA B 361 /- /- /324 /94 /145 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.015 D D 111 /- /- /148 /69 /- EXP:B Kzt:NA HORZ TL: 0.027 D C 187 /- /- /126 /100 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.711 TPI Std: 2014 Max BC CSI: 0.457 D Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 B-C 84 -150 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs) Purlins Chords Tens.Comp. In lieu of structural panels or rigid ceiling use purlins B-D 0 0 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. 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 Panay 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 05/10/2021 CRMSBM1674B2 J7C EJAC 8 1 Seal#: 2615 D T 12 6 F h 0 M (V W O � 1113X4(++)C v 2X4(A1)B HB 4-5-7/8" E a-�• 1 A �GG III 1.5X4 SEAT PLATE REQ. 1'4" 2'6-1/8" 1 Tr 4'4-3/8" 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.171 F 482 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.316 F 260 240 B 361 /- /- /246 /62 /145 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.081 G - - E 98 /- /- /52 EXP:B Kzt:NA HORZ TL: 0.151 G D 190 /- /- /122 /98 /- Des Ld: 37.00 Mean Height:15.00 ft ( ) NCBCLL: 10.00 Building Code: Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=7.6 Min Req= 1.5 Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.786 TPI Std: 2014 Max BC CSI: 0.348 E Brg Width=1.5 Min Req= - Load Duration:1.25 MWFRS Parallel Dist:h/2 to h D Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.279 Bearing B is a rigid surface. Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: Bearing B requires a seat plate. GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 35 0 C-D 85 -121 Top chord:2x4 SP#2; B-C 0 -197 Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Bot Chord Forces Per Ply(Ibs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. (++)-This plate works for both joints covered. B-H 84 -84 G-E 0 0 Purlins C-G 79 -36 H-F 0 0 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) Webs Tens.Comp. BC 30 0.15 2.64 BC 58 2.18 7.00 G-H 72 27 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Panay 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 05/10/2021 CRMSBM1674B2 VM02 VAL 2 1 Seal#: 2616 1'3-9/16" 12 6 B 77 A2M(MR) iv t CD 1'1 0-1/2" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.005 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.009 B 999 240 D* 76 /- /- /38 /8 /12 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.002 B - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA HORZ(TL): 0.004 B D Brg Width=22.5 Min Req= - Mean Height:15.00 ft BuildingCode: Creep Factor:2.0 Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf p Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.059 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.098 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 A-B 0 -21 Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: GCpi:0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A C 72 8 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 23 0.00 1.88 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Al Std Detail 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 Panay 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 05/10/2021 CRMSBM1674B2 VM04 VAL 2 1 Seal#: 2617 AO _ 12 III 1.5X3 B 6 � T (V A 3:yZ„ C III1.5X4 �2X4(D8R) 3'411 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): NA C* 76 /- /- /49 /17 /17 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.002 C Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA HORZ(TL): 0.004 C C Brg Width=40.0 Min Req= - Mean Height:15.00 ft BuildingCode: Creep Factor:2.0 Bearing A is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf p Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.186 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.117 Chords Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.061 A-B 36 -81 Loc.from endwall:Any FT/RT:10(0)/10(10) Mfg Specified Camber: GCpi:0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber A-C 162 -20 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Purlins B-C 160 -86 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Al Std Detail 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 Panay 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 05/10/2021 CRMSBM1674B2 VM05 VAL 1 1 Seal#: 2618 AO _ 1111.5X3C 12 6 N 1112X4 B \ 7 A N N M 1 E D 113X4 1111.5 4 j= 3'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or"=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.000 C 999 240 D* 94 /- /- /66 /11 /16 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.035 C - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA HORZ(TL): 0.045 C D Brg Width=40.0 Min Req= - Mean Height:15.00 ft BuildingCode: Creep Factor:2.0 Bearing E is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf p Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.227 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.112 Chords Tens.Comp. Chords Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.267 A-B 26 0 B-C 38 -65 Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: GCpi:0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber E-D 143 -32 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Bracing B-E 165 -171 C-D 167 -95 Fasten rated sheathing to one face of this frame. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. 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 Al Std Detail 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 Panay 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 05/10/2021 CRMSBM1674B2 VM06 VAL 1 1 Seal#: 2619 AO _ III1.5X3C 12 6 =3g4(R T A M N C; (V 1 E D III .5X4 1113X6( ) j= 3'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs),or*=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 160 mph Pf:NA Ce:NA VERT(LL): 0.000 C 999 360 Loc R+ /R- /Rh /Rw /L1 /RL BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.001 C 999 240 D* 94 /- /- /66 /24 /37 BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.001 C - - Wind reactions based on MWFRS Des Ld: 37.00 EXP:B Kzt:NA Des 0.001 C D Brg Width=40.0 Min Req= - Mean Height:15.00 ft BuildingCode: Creep Factor:2.0 Bearing E is a rigid surface. NCBCLL: 10.00 TCDL:4.2 psf p Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.187 Maximum Top Chord Forces Per Ply(Ibs) Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.096 Chords Tens.Comp. Chords Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.105 A-B 26 0 B-C 40 -84 Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Mfg Specified Camber: GCpi:0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply(Ibs) Wind Duration:1.60 WAVE VIEW Ver:20.02.01A.1209.11 Chords Tens.Comp. Lumber E-D 39 -40 Top chord:2x4 SP#2; Bot chord:2x4 SP#2; Webs:2x4 SP#3; Maximum Web Forces Per Ply(Ibs) Webs Tens.Comp. Webs Tens. Comp. Purlins B-E 111 -170 C-D 148 -95 In lieu of structural panels or rigid ceiling use purlins B-D 257 -77 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 40 0.00 3.33 Apply purlins to any chords above or below fillers at 24"OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure.Deflection meets L/360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail 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 Panay 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. 10/28/2020 HIP/ KING JACK (TYPICAL) STDL 01 .0 CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B &C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131"O TOE NAILS AT TOP CHORD & (3) 0.131"O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING X (3) 0.131"0 TOE NAILS AT Q TOP CHORD & BOTTOM CHORD. p ATTACH CORNER JACKS USING (2) 0.131"0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). Rama Pranav Kristam,P.E. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2 HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH,ASCE 7-10, EXP. B &C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE,FL. 34946 (772)409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER OR EQUIVALENT AT BOTTOM CHORD X Q ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1Od NAILS PER STRAP (MIN.) & (3) 0.131"0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: xi • 2X4: (2) 0.131"0 TOE NAILS • 2X6: (3) 0.131"0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S \ RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Rama Pranav Kristam,P.E. #88906 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 USSSES @ (4) - 16d NAILS, AND ATTACHED TO TR US O.C. BLOCKING WITH (5) - 10d COMMONS. 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 772-409-1010 TRUSSES WITH (2) - 16d NAILS 1' - 3' MAX. 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. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 12/23/19 PIGGY-BACK TRUSS STDTL04.1 _ PIGGY-BACK DETAIL(TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.=5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: ROOFSE 4451 ST. S TOP CHORDS OF TRUSSES SUPPORTING PIGGY-BACK CAP TRUSSES MUST BE ADEQUATELY 45 LUCIE LUCIE B LVO. 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 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. Rama Pranav Kristam,P.E. #88906 MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 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 A-1 ROOF TRUSSES INDIVIDUAL DESIGN DRAWINGS. 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. #88906 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 ---I -- --- -- 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 GABLE END,COMMON TRUSS,OR GIRDER -LL 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 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. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946 FEBRUARY 17,2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. (4) - 16d NAILS16d NAILS VERTICAL SPACED 6' O.C. STUD (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 4451 ST,LUCIE BLVD. L HORIZONTAL FORT PIERCE,FL 34946 NAILED TO 772-409-1010 ERTICALS 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 * 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. 3 / 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 1 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. #88906 4451 St.Lucie Blvd,Suite 201 MAX MEAN ROOF HEIGHT=30 FEET Fort Pierce,FL 34946 EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 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 Rama Pmm Kmtam,P.E. SECTION DETAIL5,St L#8890vd,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 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 PIERCL,FI- 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) - 10d 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 Rama Pranav Kristam,P.E. WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). #88906 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 .128 74.2 67.9 58.9 57.6 50.3 0 Z .131 75.9 69.5 60.3 59.0 51.1 0 in .148 81.4 74.5 64.6 63.2 52.5 N M VALUES SHOWN ARE CAPACITY PER TOE-NAIL. SIDE VIEW SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS (2X6) 4 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 60° 30° TO 60° 45.00' 45.00' 45.00' Rama P av Kristam,P.E. # 906 4 51 St.Lucie vd,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 L7 z 131 59 46 32 30 20 = O J .135 60 48 33 30 20 A-1 ROOF TRUSSES Ln 4451 ST LUCIE BLVD. ( ) .162 72 58 39 37 25 FORT PIERCE,FL 34946 772409-1010 J 2 .128 54 42 28 27 19 Z LD 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. #88906 4451 St.Lucie Blvd,Suite 201 SIDE VIEW END VIEW 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 Fort Pierce,FL 34946 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD.FL 12 FORT PIERCE, 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 SIMPSON 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) 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 +10d 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 Rama Pranav Kristam,P.E. LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. #88906 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 4451 St.Lucie Blvd,Suite 201 FotPierce,FL 34946 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17,2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST LUCIE BLVD. 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 40') 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. #88906 4451 St.Lucie Blvd,Suite 201 Fort Pierce,FL 34946