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HomeMy WebLinkAboutTRUSS 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 CRMSBM1674B 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 31 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 2559 A01 8/11/21 13 2586 1311 8/11/21 25 2577 J3GE 8/11/21
2 2560 A02 8/11/21 14 2569 B12 8/11/21 26 2578 J3P 8/11/21
3 2597 B01 8/11/21 15 2570 B13 8/11/21 27 2579 J5 8/11/21
4 2562 B02 8/11/21 16 2571 B14 8/11/21 28 2580 J5P 8/11/21
5 2563 B03 8/11/21 17 2594 B15 8/11/21 29 2581 J7 8/11/21
6 2584 B04 8/11/21 18 2572 C01 8/11/21 30 2582 J7C 8/11/21
7 2585 B05 8/11/21 19 2573 CO2 8/11/21 31 2583 J7P 8/11/21
8 2564 B06 8/11/21 20 2587 HJ6 8/11/21 32 STDL01 STD.DETAIL 8/11/21
9 2565 B07 8/11/21 21 2588 HJ7 8/11/21 33 STDL02 STD.DETAIL 8/11/21
10 2566 B08 8/11/21 22 2574 11 8/11/21 34 STDL03 STD.DETAIL 8/11/21
11 2567 B09 8/11/21 23 2575 J1P 8/11/21 35 STDL04 STD.DETAIL 8/11/21
12 2568 B10 8/11/21 24 2576 J3 8/11/21 36 STDL05 STD.DETAIL 8/11/21
The truss drawing(s)referenced have been prepared by Alpine Engineered Products,Inc.under my direct supervision based on the parameters provided byA-1 Roof Trusses,Ltd.
Truss Design Engineer's Name: Ryan Bays
My license renewal date for the state of Florida is February 28,2023.
NOTE:The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. \ r f
The suitability and use of components for any particular building is the responsibility of the building ''ti�� £NS•�' S f�
designer,perANSffPI-1 Sec.2. ,(/
The Truss Design Drawing(s)(TDD[s])referenced have been prepared based on the construction No. I
documents(also referred to at times as'Structural Engineering Documents')provided by the Building zi
Designer indicating the nature and character of the work. k
The design criteria therein have been transferred to Ryan Bays PE by[A1 Roof Trusses or speck
location].These TDDs(also referred to at times as'Structural Delegated' STATE OF
Engineering Documents')are specialty structural component designs and maybe part of the project's �, �V
deferred or phased submittals.AsaTrussDesign Engineer(i.e.,Specialty ajl�'[�•(,�,( aRS�Fp_;•' ���
an
res onsiblheforthedesi and
nofthesinD�eTrussde ictedontheTDDo professional
TheBuildnengineering
Designeris ','J�� U`t'�NA-
p itI/ 9 9 p IY• 9
responsible for and shall coordinate and review the TDDs for ��+++IIIi iltlrtttt
compatibility with theirwritten engineering requirements.Please review all TDDs and all related notes. Ryan Bays,P.E.
4451 St Lucie Blvd.Suite 201
Fort Pierce,FL 34946
Page 1 of 2
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B A01 GABL 1 1
Seal#: 2559 AO _
610" 5-10"
E=4X4
T 12 D F
6
m
M �
A C G d
Ce)
2X4(A1)B H=2X4(A1) M
4-3/16" A
M III 1.5X4 L K III 1.5X4
SEAT PLATE REQ.
11'8"
1'4"-- 1'4"
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(LQ: 0.001 E 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.001 E 999 240 H* 181 /- /- /72 /88 /19
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.002 N - - Wind reactions based on MWFRS
EXP:B Kzt:NA HORZ TL: 0.002 N H Br Width=140 Min Re
Des Ld: 37.00 Mean Height:15.00 ft ( ) g q
.00 TCDL:4.2 psf Building Code: Creep Factor:2.0 Bearing B is a rigid surface.
NCBCLL: 10 p Bearing B requires a seat plate.
Soffit: 0.00
BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.280
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.052 Maximum Top Chord Forces Per Ply(Ibs)
Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.122 Chords Tens.Comp. Chords Tens. Comp.
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:57.4 Ibs A-B 75 0 E-F 270 -76
GCpi:0.18 Plate Type(s): B-C 26 -62 F-G 118 -103
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 C-D 92 -52 G-H 106 -120
Lumber D-E 274 -68 H-1 75 0
Top chord:2x4 SP#2;
Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs)
Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp.
Plating Notes B-N 235 -75 L-K 262 -86
N-M 249 -80 K-J 249 -85
All plates are 1.5X3 except as noted. M-L 262 -86 J-H 233 -84
Loading
Truss designed to support 2-0-0 top chord outlookers Maximum Web Forces Per Ply(Ibs)
and cladding load not to exceed 8.00 PSF one face Webs Tens.Comp. Webs Tens. Comp.
and 24.0"span opposite face.Top chord must not be C-N 224 -183 J-G 224 -183
cut or notched,unless specified otherwise.
Wind Maximum Gable Forces Per Ply(Ibs)
Wind loads based on MWFRS with additional C&C Gables Tens.Comp. Gables Tens. Comp.
member design. D-M 409 -349 K-F 409 -349
Wind loading based on both gable and hip roof types. E-L 7 -271
Additional Notes
See Al Std Detail for gable wind bracing and other
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B A02 COMN 1 1
Seal#: 2560
j= 5'10" -}- 5'10" -
C=4X4
12
6 7-
io
M
M O
M
4-3%6"
1 -2X4(A1)B D=2X4(A1) M
A E
F
III 1.5X3
SEAT PLATE REQ. SEAT PLATE REQ.
11'8"
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): 0.009 F 999 360 Loc R+ /R- /Rh /Rw /LI /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.017 F 999 240 B 546 /- /- /333 /138 /116
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.004 F - - D 546 /- /- /333 /138 /-
EXP:B Kzt:NA HORZ TL: 0.008 F 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 D Brg Width=7.6 Min Req= 1.5
Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.377
P Bearings B&D are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.338
Spacing:25.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.087 Bearings B&D require a seat plate.
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:49.0 Ibs 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:21.01.01A.0521.20 A-B 37 0 C-D 441 -618
Lumber B-C 441 -618 D-E 37 0
Top chord:2x4 SP#2;
Bot chord:2x4 SP#2; Maximum Bot Chord Forces Per Ply(Ibs)
Webs:2x4 SP#3; Chords Tens.Comp. Chords Tens. Comp.
Purlins B-F 489 -211 F-D 489 -211
In lieu of structural panels or rigid ceiling use purlins to
brace TC @ 24"oc,BC @ 120"oc. Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp.
Wind
C-F 227 0
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B01 COMN 1 1
Seal#: 2597
6,6„ 224„ 97'
6X6 =3X6=3X4 =5X6
12 D E F G H I J=6X6 K AP L M N
T 6
T1 AK AM T
3X3(**)C AN O w
M
T =3X6(A1)B III3X3 AG AD 3X3 X W AL
4-NM' A
Ia I� a =3X4 AE B
11 1 1 1111SX4AHA1 1113X6AF AQ 1113X6 AO P=3XaB(A1)
—3X6
V 1113X6 3X8 =3X4
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
114-3/16" i 611-5/8" 19'8-3/16"
2'7 5/��6'4-3/4"�?6 7/��6'5-1/2" 19'11-1/4" 1 4—I
1'4"
38'
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): 0.180 AH 761 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.351 AH 392 240 B 428 /- /- /263 /136 /166
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.111 AF - - AQ 912 /- /- /512 /107 /-
EXP:B Kzt:NA HORZTL
Des Ld: 37.00 ( ): 0.214 AF V 1047 /- /- /496 /154 /-
Mean Height:15.00 ft Building p Code: Creep Factor:2.0 P 851 /- /- /559 /227 /-
NCBCLL: 10.00 TCDL:4.2 psf Wind reactions based on MWFRS
Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.671
TPI Std: 2014 Max BC CSI: 0.923 B Brg Width=7.6 Min Req= 1.5
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 AQ Brg Width=7.6 Min Req= 1.5
Spacing:25.0" C&C Dist a:3.80 ft Rep Fac:No Max Web CSI: 0.583 V Brg Width=7.6 Min Req= 1.5
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:226.8 Ibs P Brg Width=7.6 Min Req= 1.5
GCpi:0.18 Plate Type(s): Bearings B,AQ,V,&P are a rigid surface.
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Bearings B,AQ,V,&P require a seat plate.
Lumber Maximum Top Chord Forces Per Ply(Ibs)
Top chord:2x4 SP#2;T1 2x4 SP M-30; Chords Tens.Comp. Chords Tens. Comp.
Bot chord:2x4 SP#2;Webs:2x4 SP#3; A-B 37 0 I-J 670 281
B-C 287 -231 J-K 657 -275
Plating Notes C-D 247 -341 K-L 657 -275
All plates are 1.5X3 except as noted. D-E 650 -267 L-M 657 -275
E-F 670 -281 M-N 574 -583
(")1 plate(s)require special positioning.Refer to F-G 670 -281 N-O 679 -961
scaled plate plot details for special positioning G-H 670 -281 O-P 839 -1261
requirements. H-1 670 -281 P-Q 37 0
Purlins
In lieu of structural panels use purlins to brace TC @ Maximum Bot Chord Forces Per Ply(Ibs)
24"oc. Chords Tens.Comp. Chords Tens. Comp.
Wind B-AH 88 -58 AA-Y 577 -670
C-Al 228 0 Y-X 577 -670
Wind loads based on MWFRS with additional C&C AI-AG 298 -20 X-W 577 -670
member design. AG-AE 236 -115 W-U 578 -674
Wind loading based on both gable and hip roof types. AF-Z 10 -30 V-T 7 -6
AD-AC 720 -945 T-S 804 -354
AE-AB 301 -145 S-R 804 -354
AC-AA 716 -941 R-P 1076 -633
Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp. Webs Tens. Comp.
AI-AH 66 -7 J-U 276 -382
D-AG 211 -54 U-V 607 -1014
D-AK 672 -1089 U-AL 693 -296
AG-AJ 131 -26 U-AM 774 -1209
AJ-AK 6 -3 AL-AM 20 -20
AJ-AD 132 -26 AL-AO 691 -291
AK-AD 673 -1092 K-AN 43 -41
AF-AE 39 0 AN-AP 771 -1204
E-AD 279 -122 AO-AP 2 -2
AD-AE 102 -184 AO-T 690 -291
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Truss Truss Type Qty Ply 08/11/2021
B01 COMN 1 1
Seal#: 2597
F-AC 245 -402 AP-M 771 -1204
AB-Z 532 -875 M-T 137 -101
AA-AB 508 -829 T-N 148 -333
G-Y 168 -220 N-R 357 -82
H-X 86 -36 R-O 318 -313
I-W 88 -14
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER('BUYER")ACKNOWLEDGMENT'form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
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 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor.All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any farm,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B02 SPEC 1 1
Seal#: 2562
8'6" 18'4" 117-
�H0510 =4X10 =4X6 =5X6
D E FG H
T 12 T
6 � �(a)T1
g3X3(**)C co
B 6X6 P N
in T =3X6(A1) WV RT=3X3 SO
A =3X4
1 1 B1 Y X B3 1113X6 =3XK(A1)
Q O M L
1111.5X4 =3X6 =3X8
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
11'4-3/16" 6'11-5/8" 19'8-3/16"
�5/8" �6'4-3/4" 26 7/��6'5-1/2" 19'11-1/4" 1 4—{
38'
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): 0.090 F 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.189 X 717 240 B 201 /- /- /93 /62 /187
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.036 L - - T 1892 /- /- /921 /341 /-
EXP:B Kzt:NA HORZ TL: 0.091 V Q 386 /- /- /350 /2 /-
Des Ld: 37.00 Mean Height:15.00 ft ( )
0 TCDL:4.2 sf Building Code: Creep Factor:2.0 J 924 /- /- /601 /258
NCBCLL: 10.0 /-
p Wind reactions based on MWFRS
Soffit: 0.00
BCDL:4.2 sf FBC 7th Ed.2020 Res. Max TC CSI: 0.816
p TPI Std: 2014 Max BC CSI: 0.484 B Brg Width=7.6 Min Req= 1.2
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.864 T Brg Width=7.6 Min Req= 2.
Q Brg Width=7.6 Min Req= 1.5
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:214.2 Ibs J Brg Width=7.6 Min Req= 1.5
GCpi:0.18 Plate Type(s): Bearings B,T,Q,&J are a rigid surface.
Wind Duration:1.60 WAVE,HIS VIEW Ver:21.01.01A.0521.20 Bearings B,T,Q,&J require a seat plate.
Lumber Maximum Top Chord Forces Per Ply(Ibs)
Top chord:2x4 SP M-30;T1 2x4 SP#2; Chords Tens.Comp. Chords Tens. Comp.
Bot chord:2x4 SP M-30;131,133 2x4 SP#2; A-B 35 0 F-G 727 -1096
Webs:2x4 SP#3;W5 2x4 SP#2;
B-C 180 -147 G-H 728 -1097
Bracing C-D 795 -354 H-1 693 -1017
(a)Continuous lateral restraint equally spaced on D-E 1457 -733 1-J 878 -1386
member. E-F 731 -1104 J-K 35 0
Plating Notes Maximum Bot Chord Forces Per Ply(Ibs)
All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp.
(**)1 plate(s)require special positioning.Refer to B-X 28 -22 R-P 1056 -1444
scaled plate plot details for special positioning C-Y 523 -577 Q-O 36 -20
requirements. Y-W 527 -632 P-N 1077 -1481
Purlins W-U 98 -172 O-M 42 -23
V-T 3 -14 M-L 42 -23
In lieu of structural panels use purlins to brace all flat U-S 95 -159 L-J 1179 -655
TC @ 24"oc.
Wind Maximum Web Forces Per Ply(Ibs)
Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp.
member design. Y-X 37 -1 E-N 2268 -1244
Wind loading based on both gable and hip roof types. D-W 291 -74 Q-P 85 -339
D-R 729 -1233 F-N 428 -608
W-R 436 -453 N-O 109 -81
V-U 42 0 N-L 887 -344
R-S 1025 -1904 N-H 272 -449
R-E 710 -1283 L-H 226 -12
S-T 1022 -1871 L-1 370 -398
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B B03 HIPS 1 1
Seal#: 2563 AO _
i 10.6" i 14'4" 13'2"
;6X6 =6X8
E F T2 G
T >5-o
3X6
6Dt!� (a) <(a) H
W5 3X4s3X3(.)TT =3X6(A1)B 1112X4 X V Q=3X3 n
"- A =3X4=5X6
1 1 ZY �
III 1.5X4 d=3XK(A1)
P 1113X6 =3X6=3X8 L
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
11'4-3/16" 6-11-5/8" 19'8-3/16"
-5/ �6'4-3/4"�?6 y/${�6'5-1/2" -{- 19'11-1/4" - 4-{
4�
= 38'
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): 0.103 Y 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.206 Y 667 240 B 299 /_ /_ /150 /117 /214
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.061 W - - AA 611 /- /- /447 /74 /-
EXP:B Kzt:NA Des Des Ld: 37.00 ( ): 0.122 W P 1584 /- /- /751 /410 /-
Mean Height:15.00 ft Building p Code: Creep Factor:2.0 J 721 /- /- /524 /166 /-
NCBCLL: 10.00 TCDL:4.2 psf Wind reactions based on MWFRS
Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.490
TPI Std: 2014 Max BC CSI: 0.522 B Brg Width=7.6 Min Req= 1.5
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.594 P Brg Width=7.6 Min Req= 1.9
p g� P Brg Width=7.6 Min Req= 1.9
Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:232.4 Ibs J Brg Width=7.6 Min Req= 1.5
GCpi:0.18 Plate Type(s): Bearings B,AA,P,&J are a rigid surface.
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Bearings B,AA,P,&J require a seat plate.
Lumber Maximum Top Chord Forces Per Ply(Ibs)
Top chord:2x4 SP#2;T2 2x6 SP 2400f-2.OE; Chords Tens.Comp. Chords Tens. Comp.
Bot chord:2x4 SP#2; A-B 35 0 F-G 1339 -359
Webs:2x4 SP#3;W5 2x4 SP#2;
B-C 178 -213 G-H 284 -333
Bracing C-D 226 -140 H-1 247 -402
(a)Continuous lateral restraint equally spaced on D-E 795 -212 1-J 308 -958
member. E-F 1344 -363 J-K 35 0
Plating Notes Maximum Bot Chord Forces Per Ply(Ibs)
All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp.
(**)1 plate(s)require special positioning.Refer to B-Y 51 -20 T-R 363 -888
scaled plate plot details for special positioning C-Z 91 -148 R-O 288 -693
requirements. Z-X 76 -134 P-N 2 -1
Purlins X-V 174 -56 N-M 2 -1
W-Q 6 -16 M-L 781 -179
In lieu of structural panels use purlins to brace all flat V-U 190 -62 L-J 783 -178
TC @ 24"oc. U-S 220 -73
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types. Z-Y 48 0 R-S 74 -464
D-X 255 -11 O-P 777 -1545
D-T 278 -673 O-M 315 -247
X-T 104 -255 O-G 596 -1537
W-V 40 0 F-O 440 -519
T-U 121 -214 M-G 401 -104
T-E 126 -350 M-1 245 -590
E-O 402 -751 1-L 235 0
S-Q 145 -577
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B04 HIPS 1 1
Seal#: 2584
12'6" 10'4" 152"
\\\6X8(R) =6X6
D E
12 T3
6 � %1.5X4 0
(a) F
G 3X4
cn
e4X8(B10R)B -5X8 bo
T eA Q P 1111.5X3 N L T4
a ° =3X4
N 14. H-4X4(A2)
1 1 1
0 B3 M K J gq
III 1.5X3 II 1.5X3 1114X8(R)
SEAT PLATE REQ. SEAT PLATE REQ.
38'
1/2"+ 16'0-1/8" -} q- 19'7-3/8" - -{
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): 0.277 Q 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.520 Q 865 240 A 1424 /- /- /758 /373 /219
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.197 J - - H 1524 /- /- /897 /382 /-
EXP:B Kzt:NA HORZ TL: 0.370 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: 0.951
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: 0.749
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.900 Bearings A&H require a seat plate.
Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:264.6 Ibs 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:21.01.01A.0521.20 A-B 352 -628 E-F 1258 -2945
Lumber B-C 1298 -3166 F-G 1233 -2977
C-D 1171 -2664 G-H 1020 -2627
Top chord:2x6 SP 2400f-2.OE;T3 2x4 SP M-30; D-E 1204 -2575 H-1 35 0
T4 2x4 SP#2;
Bot chord:2x4 SP M-30;B3,B4 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-Q 2970 -1057 N-L 2333 781
member. Q-P 2348 -792 M-K 30 -15
P-N 2348 -792 K-J 30 -15
Plating Notes O-M 16 -11 J-H 2255 -792
All plates are 3X6 except as noted.
Maximum Web Forces Per Ply(Ibs)
Tray Scab(s) Webs Tens.Comp. Webs Tens. Comp.
(2)2x6x11-0-2 x SP 2400f-2.OE scabs at left end. C-Q 336 -790 L-M 207 0
Attach one scab to each outer face of chord with: D-Q 634 -72 L-J 2363 -824
0.131"x3",min.nails @ 8"oc,Plus additional nail 83
clusters at:BRG.:(4),heel:(5),1st panel point:(2). D-L 506 -173 L-G 475 -83 O-N 54 0 J-G 47
Purlins E-L 770 -179
In lieu of structural panels use purlins to brace all flat
TC @ 24"oc.
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B05 HIPS 1 1
Seal#: 2585
14'6" -I- 6'4" -}- 172"
�—Z5X6
E=7X F
T2
12 4X6D
6 � 1111.5X4C
(a) zft:G6
io T1
cn
_ (a)
SO
cO ;4X8(B10R)B
=5X8
T A Ts
B1 Q P N L
1 1 H=4X4(A2)
O M K J
=3X6 =4X10
SEAT PLATE REQ. SEAT PLATE REQ.
38'
f 24-1/2" 1 4
16'0-1/8" 197-3/8" —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): 0.292 C 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.548 C 822 240 A 1424 /- /- /765 /370 /246
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.198 J - - H 1524 /- /- /902 /378 /-
EXP:B Kzt:NA HORZ TL: 0.372 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: 0.846
P Bearings A&H are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:h/2 to h TPI Std: 2014 Max BC CSI: 0.870
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.874 Bearings A&H require a seat plate.
Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:259.7 Ibs 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:21.01.01A.0521.20 A-B 329 -628 E-F 949 -2195
Lumber B-C 1063 -3033 F-G 972 -2553
C-D 1231 -3188 G-H 900 -2575
Top chord:2x4 SP#2;T1 2x6 SP 2400f-2.OE; D-E 1245 -3149 H-I 35 0
T2 2x6 SP#2;T5 2x4 SP M-30;
Bot chord:2x4 SP#2;B1 2x4 SP M-30;
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 Q 2823 -829 N-L 2018 544
member. Q-P 2031 -561 M-K 25 -22
P-N 2031 -561 K-J 25 -22
Plating Notes O-M 14 -17 J-H 2197 -673
All plates are 1.5X3 except as noted.
Maximum Web Forces Per Ply(Ibs)
Tray Scab(s) Webs Tens.Comp. Webs Tens. Comp.
(2)2x6x11-11-4 x SP 2400f-2.OE scabs at left end. C-Q 420 -891 L-F 690 -160
Attach one scab to each outer face of chord with: Q-E 1173 -382 L-J 2278 -682
0.131"x3",min.nails @ 8"oc,Plus additional nail E-L 415 -117 L-G 233 188
clusters at:BRG.:(4),heel:(5),1st panel point:(2). E-N 30 117 J-G 233 -188
553
Purlins L-M 243 0
In lieu of structural panels use purlins to brace all flat
TC @ 24"oc.
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B06 HIPS 1 1
Seal#: 2564
j- 16'6" -1- 2'4" -1 192" -
;5X6 z�5X6
F G
12 E H-4X4
6 03X6D
z 3X6
C (a) J co
co
o
T =3X6(A1)B =5X8 T R Q 1111.5X3 N=6X8 T5
a-ems A
1 1 III 5 8(R) 11115X4 K=3X6(A1)
S PO 111 1.5X3 M
1111.5X4 =3X6 =4X8
SEAT PLATE REQ. SEAT PLATE REQ.
38'
1 4—{�10'11-7/8" 7'4-3/4" 197-3/8" 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): 0.239 N 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.426 Q 999 240 B 1530 /- /- /871 /377 /297
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.126 M - - K 1530 /- /- /908 /379 /-
EXP:B Kzt:NA Des HORZ(TL): 0.238 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: 0.704
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: 0.865
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.946 Bearings B&K require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:233.8 Ibs 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:21.01.01A.0521.20 A-B 35 0 G-H 785 -2149
Lumber B-C 826 -2715 H-1 1038 -3285
C-D 932 -2925 I-J 1021 -3297
Top chord:2x4 SP#2;T5 2x4 SP M-30; D-E 938 -2830 J-K 794 -2598
Bot chord:2x4 SP#2; E-F 783 -2148 K-L 35 0
Webs:2x4 SP#3;
F-G 744 -1850
Bracing
(a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs)
member. Chords Tens.Comp. Chords Tens. Comp.
Plating Notes B-W 2354 -599 R-Q 1827 -334
All plates are 3X4 except as noted. W-V 64 -20 Q-N 2848 -667
U-T 2562 -609 P-O 31 -9
Purlins T-R 1850 -338 O-M 44 -12
S-P 31 -9 M-K 2219 -581
In lieu of structural panels use purlins to brace all flat
TC @ 24"oc.
Maximum Web Forces Per Ply(Ibs)
Wind Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C C-W 194 -495 G-Q 711 -214
member design. C-U 247 -13 Q-H 446 -1317
Wind loading based on both gable and hip roof types. W-U 2345 -594 H-N 1066 -250
U-V 71 0 N-O 154 0
U-E 592 -118 N-M 2484 -646
E-T 347 -913 N-J 734 -110
F-T 657 -184 M-J 358 -1087
S-R 98 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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B07 COMN 2 1
Seal#: 2565
17'8" 20'4"
E 1115X6(R)
12
6 F7- 114X6 D
_3X4C 3X4 3X6
M
G �o
T1
(a) (a) H-3X4
3X6(A1)B =-5X8
4-3 fA° A11
S R Q
T O L 1=3X6(A1)
1 =3X6 J
-3X8 P N M K
=3X6 1114X8(R)
SEAT PLATE REQ. SEAT PLATE REQ.
38'
4„ 18'4-5/8" 57-3/8" 14' fti 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): 0.199 L 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.374 L 999 240 B 1530 /- /- /871 /111 /313
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.093 K - - 1 1530 /- /- /908 /119 /-
EXP:B Kzt:NA HORZ TL: 0.175 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: 0.987
P Bearings B&I are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.844
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.890 Bearings B&I require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:214.2 Ibs 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:21.01.01A.0521.20 A-B 35 0 F-G 886 -2963
Lumber B-C 744 -2623 G-H 876 -3033
C-D 612 -1867 H-1 756 -2675
Top chord:2x4 SP#2;T1 2x4 SP M-30; D-E 646 -1855 1-J 35 0
Bot chord:2x4 SP#2;
Webs:2x4 SP#3; E-F 642 -1861
Bracing Maximum Bot Chord Forces Per Ply(Ibs)
(a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp.
member. B-S 2248 -496 O-L 2624 -586
Plating Notes S-R 2245 -498 N-M 43 -6
All plates are 1.5X3 except as noted. R-Q 2245 -498 M-K 73 -13
Q-O 2667 -592 K-I 2307 -561
Wind P-N 43 -6
Wind loads based on MWFRS with additional C&C
member design. Maximum Web Forces Per Ply(Ibs)
Wind loading based on both gable and hip roof types. Webs Tens.Comp. Webs Tens. Comp.
S-C 323 0 F-L 698 -106
C-Q 318 -805 L-M 244 0
E-Q 1015 -254 L-K 2335 -571
Q-F 433 -1250 L-H 526 -37
P-O 119 0 K-H 210 -646
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B B08 COMN 11 1
Seal#: 2566
1 r8" 20'4"
1115X6,.
F 1111.5X4
T2
12 G T3
6 h\5X10(R)D
3X6
ro
M III 1.SX4 C H(a)
0 1 -
;4X12(BB10R
A =5X6 T4
T T B1 1111.5X3 S N
q�}5
N } 1111.5X3 J-4X4(A2)
1 1 =3X3 K
P M L
1112X4 -5X12 1111.5X3
SEAT PLATE REQ. SEAT PLATE REQ.
38'
2-8-3/8" 2'0-5/8" 1-4"
r =j= 137-5/8" -�- -�- 197-3/8" -�
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): 0.244 N 999 360 Loc R+ /R- /Rh /Rw /Ll /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.458 N 975 240 A 1431 /- /- /770 /373 /290
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.139 L - - J 1512 /- /- /900 /374 /-
EXP:B Kzt:NA ft HORZ(TL): 0.261 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: 0.738
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: 0.861
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.733 Bearings A&J require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:301.0 Ibs 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:21.01.01A.0521.20 A-B 300 -622 F-G 693 -2106
Lumber B-C 872 -3284 G-H 688 -2048
C-D 982 -3458 H-1 670 -2099
Top chord:2x8 SP 2400f-1.8E;T2 2x6 SP#2; D-E 698 -2106 I-J 745 -2625
T3 2x4 SP#2;T4 2x4 SP M-30; E-F 657 -1797 J-K 35 0
Bot chord:2x4 SP#2;B1 2x6 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 3193 -687 Q-N 1688 210
member. T-R 2501 -547 P-M 45 -21
Plating Notes S-O 49 -29 M-L 2258 -550
All plates are 3X4 except as noted. R-Q 2452 -523 L-J 2260 -548
Tray Scab(s) Maximum Web Forces Per Ply(Ibs)
(2)2x8x9-1-5 x SP 2400f-1.8E scabs at left end. Webs Tens.Comp. Webs Tens. Comp.
Attach one scab to each outer face of chord with: C-T 290 -853 N-F 394 -124
0.131"x3",min.nails @ 8"oc,Plus additional nail T-D 872 -169 N-G 229 190
clusters at:BRG.:(4),heel:(6),1st panel point:(3). D-Q 352 -833 N-M 1924 -381
Wind S-R 48 -3 G-M 94 -404
Wind loads based on MWFRS with additional C&C E-Q 992 -292 M-1 218 -554
member design. O-P 81 0 I-L 234 0
Wind loading based on both gable and hip roof types. N-O 106 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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B09 HIPS 1 1
Seal#: 2567
16'4" 2'8" 19,
%5X6(R) =5X6
D E
T2
12 F
6 � M5X10(R)C
= S 3X6
T1 G
0
5X8(610R H
T A =sxs
„ U TS N
c 1111.5X3 1113X3
1 1 =3X3 1=3X6(A1)
QP M L=4X10 K
III1.5X4 =3X6 1111.5X3
SEAT PLATE REQ. SEAT PLATE REQ.
38'
16'4" 2'°-5/q 19'3-1/2" 1-4
3 7I8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) D lefll/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): 0.384 Q 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.720 Q 620 240 A 1431 /- /- /769 /126 /272
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.260 K - - 1 1512 /- /- /900 /126 /-
EXP:B Kzt:NA HORZ TL: 0.487 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: 0.699
P Bearings A&I are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.913
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.912 Bearings A&I require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:226.1 Ibs 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:21.01.01A.0521.20 A-B 314 -622 F-G 755 -2085
Lumber B-C 881 -2793 G-H 738 -2151
C-D 808 -2178 H-1 818 -2660
Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 756 -1848 I-J 35 0
T2 2x6 SP#2; E-F 790 -2149
Bot chord:2x4 SP#2;
Webs:2x4 SP#3;W3 2x4 SP M-30;
Maximum Bot Chord Forces Per Ply(Ibs)
Plating Notes Chords Tens.Comp. Chords Tens. Comp.
All plates are 3X4 except as noted. B-LI 2568 -635 Q-P 0 0
Purlins L1-S 2564 -630 P-M 101 -27
In lieu of structural panels use purlins to brace all flat T-O 149 -42 M-L 101 -27
TC @ 24"oc. S-R 1844 -345 L-K 2298 -629
R-N 1735 -332 K-I 2300 -628
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types. C-LI 200 -5 N-F 237 -217
C-S 358 -936 N-L 1929 -464
D-S 611 -191 O-P 99 0
T-R 62 -1 F-L 142 -413
N-O 96 -7 L-H 205 -520
N-E 835 -224 H-K 214 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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B10 HIPS 1 1
Seal#: 2568
14'4" -- 6'8" -{- 17'
:5X6 =5X6
D E
12 \\\5X8(R)C L
6
(a) X6
o T1 F
�3X4
cn
b :4X10(B10R BV__���=_IX4
TS
4M' S
1 1 =3X6 =3X3 H=4X4(A2)
P M K J
=3X6 1114X8(R)
SEAT PLATE REQ. SEAT PLATE REQ.
38'
16'4" 2'0-5/8" 19'7-3/8" 14—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): 0.358 C 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.670 C 666 240 A 1431 /- /- /767 /128 /245
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.251 J - - H 1512 /- /- /898 /160 /-
EXP:B Kzt:NA HORZ TL: 0.471 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: 0.678
P Bearings A&H are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.849
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.875 Bearings A&H require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:221.2 Ibs 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:21.01.01A.0521.20 A-B 336 -622 E-F 985 -2519
Lumber B-C 970 -2711 F-G 955 -2534
C-D 1125 -2784 G-H 908 -2560
Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E;T4, D-E 960 -2177 H-1 35 0
T5 2x4 SP M-30;
Bot chord:2x4 SP#2;B1 2x4 SP M-30;
Webs:2x4 SP#3;W4 2x4 SP M-30; Maximum Bot Chord Forces Per Ply(Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a)Continuous lateral restraint equally spaced on B-T 2473 -709 P-M 22 19
member. T-S 1988 -546 N-L 1967 -527
S-Q 1988 -546 M-K 32 -24
Plating Notes R-O 21 -17 K-J 32 -24
All plates are 1.5X3 except as noted. Q-N 1967 -530 J-H 2186 -683
Purlins Maximum Web Forces Per Ply(Ibs)
In lieu of structural panels use purlins to brace all flat Webs Tens.Comp. Webs Tens. Comp.
TC @ 24"oc. C-T 367 -762 L-M 219 0
Wind T-D 903 -285 L-E 653 -140
D-L 435 -124 L-J 2255 -689
Wind loads based on MWFRS with additional C&C R-Q 33 0 L-G 232 -194
member design.
O-P 30 -31 J-G 270 -541
Wind loading based on both gable and hip roof types. N-O 36 -13
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B 1311 HIPS 1 1
Seal#: 2586
12'4" 10'8" 15,
AN5X8(R) =3X4 =5X6
D E F
12
6 � T1 �G�3X4 �3X6
G
ro Fi Z-ZZ3X4
M co
5X8(1310R)g 17
=5X8 -ao
1 A
U T S O M
v °-�•1 a• B2 A =3X8 =4X6
1=4X4(A2)
1 1 =3X3
a N L. K
=3X6 =4X8
SEAT PLATE REQ. SEAT PLATE REQ.
38'
27-7/8" 1 13'8-1/8" 2'0-5/8" 1 19'7-3/8" 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): 0.237 E 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed ILL:NA Cs:NA VERT(CL): 0.532 S 839 240 A 1432 /- /- /760 /132 /217
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.150 K - - 1 1512 /- /- /892 /175 /-
EXP:B Kzt:NA HORZ TL: 0.281 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: 0.941
P Bearings A&I are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:h to 2h TPI Std: 2014 Max BC CSI: 0.729
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.888 Bearings A&I require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:294.0 Ibs 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:21.01.01A.0521.20 A-B 359 -623 F-G 1228 -2860
Lumber B-C 1269 -3079 G-H 1205 -2889
C-D 1131 -2556 H-1 1023 -2599
Top chord:2x4 SP#2;T1 2x8 SP 2400f-1.8E; D-E 1070 -2251 1-1 35 0
Bot chord:2x4 SP#2;131,132 2x4 SP M-30;
Webs:2x4 SP#3; E-F 1172 -2514
Plating Notes Maximum Bot Chord Forces Per Ply(Ibs)
All plates are 1.5X3 except as noted. Chords Tens.Comp. Chords Tens. Comp.
Tray Scab(s) B-V 2916 -1045 Q-N 24 -13
V-U 2910 -1043 O-M 2507 -890
(2)2x8x10-4-3 x SP 2400f-1.8E scabs at left end. U-T 2530 -903 N-L 37 -20
Attach one scab to each outer face of chord with: T-R 2530 -903 L-K 37 -20
0.131"x3",min.nails @ 8"oc,Plus additional nail
clusters at:BRG.:(4),heel:(5),1st panel point:(2). S-P 27 -4 K-I 2229 -795
R-O 2506 -899
Purlins
In lieu of structural panels use purlins to brace all flat Maximum Web Forces Per Ply(Ibs)
TC @ 24"oc. Webs Tens.Comp. Webs Tens. Comp.
Wind V-C 82 -92 P-Q 39 -5
Wind loads based on MWFRS with additional C&C C-U 365 -805 M-N 217 0
member design. D-U 788 -281 M-F 902 -305
U-E 292 -508 M-K 2331 -823
Wind loading based on both gable and hip roof types. S-R 42 0 M-H 415 -81
E-M 226 -227 K-H 340 -695
O-P 68 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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B B12 HIPS 1 1
Seal#: 2569 AO _
10'4" + 14'8" + 13'
6X6 III 1.5X3
D E T2 X F
l 12 3X6
6 G
1.5X3 C
IH 3X4
M �
O
u7
l „= 1B3X (A )
4� =5X8
1 1-1 3= X4=3X6
1=3X6(A1)
O M L K
1111.5X4 =3X6=6X8 III1.5X3
SEAT PLATE REQ. SEAT PLATE REQ.
38'
�4-{- 18'4-5/8" -- 4
19'7-3/8" �
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): 0.201 E 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.379 E 999 240 B 1530 /- /- /851 /383 /212
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.079 K - - 1 1530 /- /- /890 /385 /-
EXP:B Kzt:NA HORZ TL: 0.149 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: 0.577
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: 0.971
Spacing:24.0" C&C Dist a:3.80 ft Rep Fac:Yes Max Web CSI: 0.776 Bearings B&I require a seat plate.
Loc.from endwall:not in 9.00 ft FT/RT:10(0)/10(10) Weight:204.4 Ibs 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:21.01.01A.0521.20 A-B 35 0 F-G 1076 -2119
Lumber B-C 1216 -2668 G-H 1061 -2194
C-D 1165 -2395 H-1 1148 -2703
Top chord:2x4 SP#2;T2 2x4 SP M-30; D-E 1433 -2727 I-J 35 0
Bot chord:2x4 SP#2;
Webs:2x4 SP#3; E-F 1430 -2718
Purlins Maximum Bot Chord Forces Per Ply(Ibs)
In lieu of structural panels use purlins to brace all flat Chords Tens.Comp. Chords Tens. Comp.
TC @ 24"oc. B-Q 2308 -938 M-L 35 -16
Wind Q-P 2102 -811 L-K 2338 -927
Wind loads based on MWFRS with additional C&C P-N 21 -81 K-I 2340 925
member design. O-M 3 35 5 1 6
Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-Q 168 -272 N-L 1895 -732
D-Q 401 -10 N-F 1065 -564
D-N 842 -448 L-F 123 -83
E-N 424 -491 L-H 221 -524
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B B13 HIPS 1 1
Seal#: 2570
8'3-1/4" + 18'8"
=4X4 =3X6 1111.5X3 =5X6
C=5X6 D E F G
12 T T
6
T1
r (a) H-_1.5X3
M
O
�4X4 B �
1 A (a)
ra-slf s•• 1=3X6(A1)
1 J 4-�••
P N M L K
1113X6 =3X4 =4X4 =3X6 =4X8 =3X6 =3X4
SEAT PLATE REQ. SEAT PLATE REQ. SEAT PLATE REQ.
13'3-1/16" 24'8-3/16"
1�3/4- 3T11-1/4" 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 K 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.087 K 999 240 Q 465 /- /- /440 /170 /185
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.013 K - - O 1814 /- /- /971 /413 /-
EXP:B Kzt:NA HORZ TL: 0.024 K 1 910 /- /- /583 /228 /-
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 Q Brg Width=6.9 Min Req= 1.5
Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.658
TPI Std: 2014 Max BC CSI: 0.835 O Brg Width=7.6 Min Req= 2.1
Load Duration:1.25 MWFRS Parallel Dist:h/2 to h I Brg Width=7.6 Min Req= 1.5
Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.946
0/10 10 Weight:214.2 Ibs Bearings Q,O,&I are rigid surface.
FT/RT:10
Loc.from endwall:not in 9.00 ft ( ) ( ) 9 Bearings Q,O,&I require a seat plate.
GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs)
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 37 0 F-G 376 -499
Top chord:2x4 SP#2;T1 2x4 SP M-30; B-C 269 -238 G-H 489 -1004
Bot chord:2x4 SP#2;
Webs:2x4 SP#3; 376 C-D -179 H-I 5 -1363
D-E 376 -499 I-J 35 35 0
Bracing E-F 376 -499
(a)Continuous lateral restraint equally spaced on
member. Maximum Bot Chord Forces Per Ply(Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
In lieu of structural panels use purlins to brace all flat Q-P 249 -173 M-L 833 -241
TC @ 24"oc. P-O 328 -206 L-K 833 -241
O-N 398 -480 K-1 1162 -434
Wind N-M 398 -480
Wind loads based on MWFRS with additional C&C
member design. Maximum Web Forces Per Ply(Ibs)
Wind loading based on both gable and hip roof types. Webs Tens.Comp. Webs Tens. Comp.
Left bottom chord exposed to wind. B-Q 277 -413 D-M 1256 -658
B-P 212 -247 F-M 377 -455
C-P 369 -369 M-G 173 -443
C-O 556 -702 G-K 422 -27
O-D 766 -1206 K-H 221 -376
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B B14 HIPS 1 1
Seal#: 2571 AO _
6'3-1/4" 22'8" 91�
e6X6 =4X6 =5X6 �6X6
12 C D E F G
T 6 � T
i0 T1 (a) (a) (a) I
M W
o �3X T414B
H�3X6 `n 81" — R QP13X6J(A1)°_-4X123X6 1113X6 -X8 1114X4 T S 1115X6 4X4 B4
SEAT PLATE REQ. SEAT PLATE RED. SEAT PLATE RED.
13'3-1/16" 24'8-3/16"
3/ 166-7/8" 14'5-3/8" 7'11" 4—�
j= 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): 0.280 L 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.531 L 554 240 X 374 /-188 /- /388 /212 /158
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.124 K - - V 2155 /- /- /1097 /483 /-
EXP:B Kzt:NA HORZ TL: 0.233 K 1 781 /- /- /497 /202 /-
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: 0.647
TPI Std 2014 Max BC CSI 0622 V Brg Width=7.6 Min Req= 2.5
: : .
Load Duration:1.25 MWFRS Parallel Dist:h/2 to h I Brg Width=7.6 Min Req= 1.5
Spacing:24.0" C&C Dist a:3.79 ft Rep Fac:Yes Max Web CSI: 0.822
0/10 10 Weight:238.0 Ibs Bearings X,V,&I are rigid surface.
FT/RT:10
Loc.from endwall:not in 9.00 ft ( ) ( ) 9 Bearings X,V,&I require a seat plate.
GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(Ibs)
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 37 0 F-G 427 -539
Top chord:2x6 SP#2;T1 2x4 SP#2; B-C 525 -277 G-H 582 -1198
T4 2x4 SP M-30;
Bot chord:2x4 SP#2;B3,B4 2x4 SP M-30; C-D 1656 -692 H-I 173 311
Webs:2x4 SP#3; D-E 426 -538 1-J 35 0
E-F 426 -538
Bracing
(a)Continuous lateral restraint equally spaced on Maximum Bot Chord Forces Per Ply(Ibs)
member. Chords Tens.Comp. Chords Tens. Comp.
Plating Notes X-W 177 -142 P-N 1022 -391
All plates are 1.5X3 except as noted. W-V 65 -150 O-M 247 -101
U-T 882 -1558 N-L 796 -290
Purlins V-S 21 -65 M-K 247 -101
In lieu of structural panels use purlins to brace all flat T-R 888 -1623 L-H 796 -290
TC @ 24"oc. R-Q 1012 -391 K-1 207 -78
Q-P 1022 -391
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types. B-X 303 -337 T-S 61 -63
Left bottom chord exposed to wind. B-W 202 -465 F-R 409 -478
W-C 271 -279 R-G 308 -753
Additional Notes W-U 351 -306 G-Q 357 0
Negative reaction(s)of-188#MAX.from a non-wind C-U 951 -1578 O-N 40 0
load case requires uplift connection.See Maximum U-V 1212 -1989 L-M 166 -44
Reactions. U-D 877 -1377 H-K 289 -494
D-R 2158 -1094
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B B15 HIPS 1 1
Seal#: 2594 AO _
280# 187# 187# 187# 187# 187# 190# 190# 190# 190# 190# 190# 19�t 303#
+ + + b + + + 6 + 7'0-3/8"
4'3-1/4" 26'8" 7'
12 =-4X6 6X8 =3X6 =4X6
6 F C= X D T2E F G 1.X4 H aX I
T T
�o (a) W8 (a)
M B (a)
o aT A 7 "'4x10
11 <1 16X8 1111.5X3 U T S B3 RQ K=4X6(A2)
�- =Ix 8X14=H0308 1114X4 P O 1.5X3 L a 1
AB 1113X6 =3X8 115X6 III1 5X3 1114X6(R)
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" -}- 7'11"ter 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# 98# 98# 98# 392#
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: 0.244 R 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.455 R 647 240 AB 636 /- /- /- /316 /-
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.059 M - - Y 4643 /- /- /- /1666 /-
EXP:B Kzt:NA HORZ TL: 0.110 M K 1817 /- /- /- /521 /-
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: 0.781
TPI Std: 2014 Max BC CSI: 0.857 Y Brg Width=7.6 Min Req= 2.1
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2
Re Fac:Varies b Ld Case Max Web CSI: 0.780 K Brg Width,7.6 Min Req= 2.1
Spacing:24.0" C&C Dist a:3.79 ft p y Bearings AB,Y,&K are a rigid surface.
Loc.from endwall:not in 4.50 ft FT/RT:10(0)/10(10) Weight:231.0 Ibs Bearings AB,Y,&K 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber Purlins
A-B 37 -15 G-H 585 -2171
Top chord:2x4 SP M-30;T2 2x4 SP 2400f-2.OE+ In lieu of structural panels use purlins to brace all flat B-C 363 -620 H-I 1248 -4343
SP M-31; TC @ 24"oc.
Bot chord:2x4 SP M-30;B3 2x4 SP 2400f-2.OE+ C-D 479 0 I-J 1288 -4420
SP M-31; Wind D-E 2850 -929 J-K 863 -3061
Webs:2x4 SP#3;W7,W12 2x4 SP#2; Wind loads and reactions based on MWFRS. E-F 585 -2171 K-L 35 -14
W8 2x4 SP M-30; F-G 585 -2171
Wind loading based on both gable and hip roof types.
Bracing Maximum Bot Chord Forces Per Ply(Ibs)
(a)Continuous lateral restraint equally spaced on Chords Tens.Comp. Chords Tens. Comp.
member.
AB-AA 5 0 S-Q 3965 -1143
Special Loads AA-Z 507 -306 R-N 1322 -362
------(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) Z-Y 93 -308 Q-P 4054 -1159
TC:From 62 plf at -1.40 to 62 plf at 4.27 Y-V 14 -87 P-O 3996 -1151
TC:From 31 plf at 4.27 to 31 plf at 30.94 X-W 882 -2666 O-J 2383 -729
TC:From 62 plf at 30.94 to 62 plf at 39.27 W-U 894 -2753 N-M 2704 -762
BC:From 14 plf at 0.00 to 14 plf at 4.30 U-T 4319 -1256 M-K 2681 -754
BC:From 7 plf at 4.30 to 7 plf at 30.91 T-S 4319 -1256
BC:From 14 plf at 30.91 to 14 plf at 37.94
TC: 280 lb Conc.Load at 4.30
TC: 187 lb Conc.Load at 6.33,8.33,10.33,12.33 Maximum Web Forces Per Ply(Ibs)
14.33 Webs Tens.Comp. Webs Tens. Comp.
TC: 190 lb Conc.Load at 16.33,17.60,18.87,20.87 22.87,24.87,26.87,28.87 B-AB 334 -621 U-H 734 -2367
TC: 303 lb Conc.Load at 30.91 B-AA 529 -322 G-U 402 -812
BC: 213 lb Conc.Load at 4.30 C-AA 256 -25 H-S 257 0
BC: 111 lb Conc.Load at 6.33,8.33,10.33,12.33 C-Z 294 -996 S-I 550 -113
14.33 Z-D 858 -282 R-Q 753 -155
BC: 98 lb Conc.Load at 16.33,17.60,18.87,20.87 Z-X 61 -218 R-O 399 -1489
22.87,24.87,26.87,28.87 D-X 1134 -2813 P-I 1009 -152
BC: 392 lb Conc.Load at 30.91 X-Y 1562 -4199 O-N 746 -158
Plating Notes X-E 1025 -2934 N-J 380 -1251
E-U 5376 -1621 J-M 100 -284
All plates are 3X4 except as noted. W-V 45 -101
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses-Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B C01 GABL 1 1
Seal#: 2572 AO _
10, + 10,
G=4X4
F H
12 E I
6 p
p 7
v
=2X4(A1)B L=2X4(A1)
4 7RE A M
V U T S R=5X6 Q P O N
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),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(LQ: 0.001 F 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.003 F 999 240 B 393 /- /- /206 /120 /329
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.004 J - - L* 163 /- /- /62 /48 /-
EXP:B Kzt:NA ft HORZ(TL): 0.004 J 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= 1.5
TCDL:4.2 psf L Brg Width=232 Min Req= -
Soffit: 0.00 BCDL:4.2 psf FBC 7th Ed.2020 Res. Max TC CSI: 0.256
P Bearings B&B are a rigid surface.
Load Duration:1.25 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.054
Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.146 Bearings B&B require a seat plate.
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:102.2 Ibs 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:21.01.01A.0521.20 A-B 75 0 G-H 397 -90
Lumber B-C 182 -222 H-1 265 -72
C-D 184 -191 1-1 149 -80
Top chord:2x4 SP#2; D-E 173 -162 J-K 49 -82
Bot chord:2x4 SP#2;Webs:2x4 SP#3; E-F 283 -133 K-L 45 117
F-G 414 -106 L-M 75 0
Plating Notes
All plates are 1.5X3 except as noted. Maximum Bot Chord Forces Per Ply(Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Loading B-V 244 -117 R-Q 272 -115
Truss designed to support 2-0-0 top chord outlookers V-U 254 -116 Q-P 266 -112
and cladding load not to exceed 8.00 PSF one face L -T 262 -115 P-O 261 -110
and 24.0"span opposite face.Top chord must not be
cut or notched,unless specified otherwise. T-S 267 -115 O-N 253 -106
S-R 272 -115 N-L 241 -103
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply(Ibs)
member design. Webs Tens.Comp.
Wind loading based on both gable and hip roof types. G-R 29 -291
Additional Notes
See Al Std Detail for gable wind bracing and other Maximum Gable Forces Per Ply(Ibs)
requirements. Gables Tens.Comp. Gables Tens. Comp.
C-V 181 -209 Q-H 368 -377
D-U 246 -308 P-1 235 -302
E-T 235 -302 O-J 246 -308
F-S 368 -377 N-K 181 -209
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B CO2 COMN 1 1
Seal#: 2573
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): 0.041 H 999 360 Loc R+ /R- /Rh /Rw /L1 /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.077 H 999 240 B 878 /_ /_ /512 /219 /173
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.018 H - - F 878 /- /- /512 /219 /-
EXP:B Kzt:NA HORZ TL: 0.034 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: 0.358
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: 0.907
Spacing:25.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI: 0.209 Bearings B&F require a seat plate.
Loc.from endwall:Any FT/RT:10(0)/10(10) Weight:91.0 Ibs 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:21.01.01A.0521.20 A-B 37 0 D-E 582 -965
Lumber B-C 737 -1306 E-F 737 -1306
C-D 582 -965 F-G 37 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 1112 -555 H-F 1112 -533
In lieu of structural panels or rigid ceiling use purlins to
brace TC @ 24"oc,BC @ 120"oc.
Maximum Web Forces Per Ply(Ibs)
Wind Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C C-H 349 -358 H-E 350 -358
member design. D-H 539 -224
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B HJ6 HIP_ 1 1
Seal#: 2587 AO _
66# 12# 173#
i ? 2'9-5/8"
C
2 t
4.24L
1111.SX3 E.
B
T -
A
m /4"
1
E D
1111.5X4
SEAT PLATE REQ.
5'11-3/4"
4-3/ /i 6"� 1'10--,-1
43# 15�#~
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 /- /- /- /189 /-
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 102 /- /- /- /39 /-
EXP:B Kzt:NA HORZ TL: 0.000 B C 93 /- /- /- /58 /-
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: 0.045 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) Weight:25.2 Ibs 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 20 -8 B-C 42 -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 152 -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
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B HJ7 HIP_ 1 1
Seal#: 2588 AO _
-20# 256#
? 132+
2'9-5/8"
DT
12
4.24 p
ro i2
�3X4 C �
m
iM
V
1 �
��2X�4(Al)B
4J%6"
A GG FFEE
III 1.SX3 =3X3
SEAT PLATE REQ.
�-1'10-5/8" 9'10-1/16"
�-�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: 0.027 G 999 360 Loc R+ /R- /Rh /Rw /U /RL
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(CL): 0.050 G 999 240 B 321 /- /- /- /182 /-
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.007 F - - E 281 /- /0 /- /64 /0
EXP:B Kzt:NA HORZ TL: 0.013 F D 116 /- /- /- /55 /-
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: 0.486 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: 0.783
Re Fac:Varies b Ld Case Max Web CSI: 0.568 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) Weight:44.8 Ibs 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 19 -8 C-D 53 -94
Top chord:2x4 SP M-30; B-C 303 -840
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 798 -275 F-E 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 9.84 G-F 786 -277
BC:From 2 plf at 0.00 to 2 plf at 9.84
TC: -20 lb Conc.Load at 1.38 Maximum Web Forces Per Ply(Ibs)
TC: 132 lb Conc.Load at 4.21 Webs Tens.Comp. Webs Tens. Comp.
TC: 256 lb Conc.Load at 7.03
BC: 12 lb Conc.Load at 1.38 G-C 196 0 C-F 287 -814
BC: 86 lb Conc.Load at 4.21
BC: 155 lb Conc.Load at 7.03
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J1 JACK 2 1
Seal#: 2574
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) Weight:5.6 Ibs 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:21.01.01A.0521.20 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)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J1P JACK 1 1
Seal#: 2575 AO _
12
6 C
III 1.5X3B
T
io A iv
rn
HB 7-7/16"
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 /- /- /180 /90 /-
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.000 B - - D 15 /- /- /21 /11 /-
EXP:B Kzt:NA Des TL: 0.000 B C - /-32 /- /49 /62 /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) Weight:8.4 Ibs 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:21.01.01A.0521.20 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.
Wind
E-D 0 0
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp.
Left bottom chord exposed to wind.
B-E 329 -172
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J3 JACK 3 1
Seal#: 2576 AO _
C
12
6 [7- T
0
2X4(A1) B N
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) Weight:11.2 Ibs 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:21.01.01A.0521.20 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)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J3GE JACK 1 1
Seal#: 2577 AO _
III 1.5X3C
12
6T I
SO
2X4(A1) B T SO
CV
4-3/16"
A D III 1.5X4
SEAT PLATE REQ.
2'7-11/16"
1'4rr
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 /L1 /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) Weight:14.0 Ibs A-B 35 0 B-C 23 -56
GCpi:0.18 Plate Type(s):
Wind Duration:1.60 WAVE VIEW Ver:21.01.01A.0521.20 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)
Wind Webs Tens.Comp.
Wind loads based on MWFRS with additional C&C C-D 113 -54
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B J3P JACK 1 1
Seal#: 2578
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 /- /- /192 /84 /-
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): -0.000 B - - D 38 /- /- /53 /28 /-
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: 0.048 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
0/10 10 Weight:14.0 Ibs Bearing E a rigid surface.
FT/RT:10
Loc.from endwall:not in 4.50 ft ( ) ( ) 9 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 37 0 B-C 151 -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.
Wind
E-D 0 0
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply(Ibs)
Webs Tens.Comp.
Left bottom chord exposed to wind.
B-E 295 -178
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J5 JACK 2 1
Seal#: 2579 AO _
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 /- /- /203 /54 /109
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.005 D D 77 /- /- /37
EXP:B Kzt:NA HORZ TL: 0.008 D C 128 /- /- /80 /71 /-
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: 0.441
TPI Std: 2014 Max BC CSI: 0.205 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) Weight:18.2 Ibs 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 35 0 B-C 57 -125
Top chord:2x4 SP#2;
Bot chord:2x4 SP#2;
Maximum Bot Chord Forces Per Ply(Ibs)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J5P JACK 1 1
Seal#: 2580 AO _
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) Weight:18.2 Ibs 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:21.01.01A.0521.20 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)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J7 EJAC 2 1
Seal#: 2581 AO _
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 /- /- /246 /62 /145
BCDL: 7.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.015 D D 111 /- /- /56
EXP:B Kzt:NA HORZ TL: 0.027 D C 187 /- /- /118 /103 /-
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: 0.452 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) Weight:23.8 Ibs 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:21.01.01A.0521.20 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 35 0 B-C 84 -131
Top chord:2x4 SP#2;
Bot chord:2x4 SP#2;
Maximum Bot Chord Forces Per Ply(Ibs)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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 08/11/2021
CRMSBM1674B J7C EJAC 8 1
Seal#: 2582
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
0/10 10 Weight:28.0 Ibs Bearing B a rigid surface.
FT/RT:10
Loc.from endwall:not in 9.00 ft ( ) ( ) 9 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:21.01.01A.0521.20 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
Wind C-G 79 -36 H-F 0 0
Wind loads based on MWFRS with additional C&C
member design. Maximum Web Forces Per Ply(Ibs)
Wind loading based on both gable and hip roof types. Webs Tens.Comp.
G-H 72 -27
**WARNING** Please thoroughly review the"A-1 ROOF TRUSSES("SELLER"),GENERAL TERMS and CONDITIONS CUSTOMER("BUYER")ACKNOWLEDGMENT"form.
Verify design parameters and read notes on this Truss Design Drawing(TDD)and the Specialty Engineer reference sheet before use.Unless otherwise stated on the TDD,only Alpine
connector plates shall be used for the TDD to be valid.As a Truss Design Engineering(i.e.Specialty Engineer),the seal on any TDD represents an acceptance of the professional engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
guidelines of the Building Component Safety Information(BSCI)published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
Copyright©2016 A-1 Roof Trusses—Reproduction of this document,in any form,is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 08/11/2021
CRMSBM1674B J7P EJAC 5 1
Seal#: 2583 AO _
C
12
6 F�e;- io
M
O �
(M 7
V
2X4(A1)B
J� A
D
SEAT PLATE REQ.
1r4m + 7' _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) Weight:23.8 Ibs 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:21.01.01A.0521.20 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)
Wind Chords Tens.Comp.
Wind loads based on MWFRS with additional C&C B-D 0 0
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 engineerinc Ryan Bays,P.E.
responsibility for the design of the single Truss depicted on the TDD only,under TPI-1.The design assumptions,loading conditions,suitability and use of this Truss for any Building is the #91231
responsibility of the Owner,the Owner's authorized agent or the Building Designer,in the context of the IRC,the IBC,local building code and TPI-1. The approval of the TDD and any field 4451 St.Lucie Blvd,Suite 201
use of the Truss,including handling,storage,installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Fort Pierce,FL 34946
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
Designer,Specialty Engineer and Truss Manufacturer,unless otherwise defined by a Contract agreed upon in writing by all parties involved.The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building.All capitalized terms are as defined in TPI-1.
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).
Ryan Bays,P.E.
#91231
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.
Ryan Bays,P.E.
#91231
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
772409-1010 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
/ Ryan Bays,P.E.
#91231
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,FIL 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 Ryan Bays,P.E.
#91231
STAGGERED 4'-0"O.C. FRONT TO BACK FACES. 4451 St.Lucie Blvd,Suite 201
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. 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 1od 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
Ryan Bays,P.E.
#91231
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.
Ryan Bays,P.E.
#91231
4451 St.Lucie Blvd,Suite 201
Fort Pierce,FL 34946
JULY 17, 2017 TRUSSED VALLEY SET DETAIL STDTL07
HIGH WIND VELOCITY
NOTE:VALLEY STUD SPACING NOT TO
EXCEED 48"O.C.SPACING.
A-1 ROOF TRUSSES
4451 ST.LUCIE BLVD.
FORT PIERCE,FL 34946
772409-1010
ATTACH VALLEY TRUSSES TO LOWER TRUSSES
WITH USP RT7 OR EQUIVALENT.
WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05:146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT=30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:1.60
MAX TOP CHORD TOTAL LOAD=50 PSF
MAX SPACING=24"O.C.(BASE AND VALLEY)
SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10"ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON-BEVELED MAXIMUM 6/12 PITCH NON-BEVELED
BOTTOM CHORD BOTTOM CHORD
0 0
000
0
00
0 0
FOR BEVELED BOTTOM CLIP MUST BE APPLIED TO
CHORD,CLIP MAY BE APPLIED THIS FACE WHEN PITCH
TO EITHER FACE. EXCEEDS 6/12(MAXIMUM
12/12 PITCH) Ryan Bays,
#91231
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 Ryan Bays,P.E.
907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. #91231
4451 St.Lucie Blvd,Suite 201
Fort Pierce,FL 34946
MAX MEAN ROOF HEIGHT=30 FEET
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
Ryan Bays,P.E.
#91231
SECTI0N DETAILff orPie��e,FL'4946201
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) — lod 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) — Ryan Bays,P.E.
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY #91231
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). 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'
Ryan Bays,P.E.
#11231
\4151 St.L 'e Blvd,Suite 201
F0,Pi." 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
Ryan Bays,P.E.
#91231
4451 St.Lucie Blvd,Suite 201
Fort Pierce,FL 34946
SIDE VIEW END VIEW
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
Ryan Bays,P.E.
#91231
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. 12
FORT PIERCE,FL 34946
772-409-1010
VARIES
(4) 12d
TRUSS 2411 O.C. (4) 12d
MAX 3011 (2'-611)
UPLIFT CONNECTION
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
2411 O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
#91231
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 Ryan Bays,P.E.
UNUSUAL SPLITTING OF THE WOOD. #91231
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID 4451 St.Lucie Blvd,Suite 201
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Fort Pierce,FL 34946
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY.
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 Ryan Bays,P.E.
#91231
4451 St.Lucie Blvd,Suite 201
Fort Pierce,FL 34946
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 CRMSBM1674B
No. Seq# Truss Name Date
37 STDL06 STD.DETAIL 8/11/21
38 STDL07 STD.DETAIL 8/11/21
39 STDL08 STD.DETAIL 8/11/21
40 STDL09 STD.DETAIL 8/11/21
41 STDL10 STD.DETAIL 8/11/21
42 STDL11 STD.DETAIL 8/11/21
43 STDL12 STD.DETAIL 8/11/21
44 STDL13 STD.DETAIL 8/11/21
45 STDL14 STD.DETAIL 8/11/21
46 STDL15 STD.DETAIL 8/11/21
47 STDL16 STD.DETAIL 8/11/21
Ryan Bays,P.E.
#91231
Page 2 of 2 4451 St.Lucie Blvd,Suite 201
Fort Pierce,FL 34946