HomeMy WebLinkAboutTruss4451 ST. LUCIE BLVD
FORT PIERCE, FL 34946
PH: 772-409-1010
FX: 772-409-1015
www.AlTruss.com
TRUSS ENGINEERING
BUILDER: RENAR ��-
PROJECT: MORNINGSIDE o
COUNTY: ST LUCIE
LOT/BLK/MODEL: LOT.13 / MODEL:BERMUDA 1674 / ELEV:B2/ GAR R
JOB#: 77822
MASTERM WRMSBM1674B2
OPTIONS: NO OPTIONS
4
r = Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
C A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job WRMSBM1674B2
Site Information:
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: 90 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 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 37.0 psf Floor Load: 0.0 psf
This package includes 39 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 614315-31.003,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
2655
A01
7/24119
13
2539
A13
7/24/19
25
2523
CJ3A
7/24/19
2
2598
A02
7/24/19
14
2514
B01
7/24119
26
2524
CJ5
7/24/19
3
2587
A03
7124119
15
2515
B02
7124h9
27
2535
HJ3
7124119
4
2583
A04
V24119
16
2516
B03
7/24/19
28
2536
HJ7
7/24/19
5
2576
A05
7/24/19
17
2517
B04
7/24/19
29
2537
HJ7S
7124/19
6
2507
A06
7/24/19
18
2666
B05
7124/19
30
2538
HJB1
7/24119
7
2572
A07
7124/19
19
2518
BOB
V24/19
31
2525
J3
7/24119
I8
2569
A08
7/24/19
20
2541
CO1
7/24/19
32
2526
J34
7/24/19
9
2555
A09
7/24/19
21
2519
CO2
7/24/19
33
2527
J3GE
7124/19
10
2511
A10
7/24/19
22
2520
CA
7/24/19
34
2528
J7
7/24/19
11
2470
All
7/24/19
23
2521
CJ1A
7124119
35
2529
J7C
7/24/19
12
2513
412
7124/19
24
2522
CJ3
7/24/19
136
2530
VM02
7/24/19
The truss drawing(s)referenced have beenpreparedbyAlpim Engi eyed Products,Inc.undermydirectsupervisim based on the parametersprovidedbyA-1 Roof Trusses, Ltd.
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021
NOTE:The seat on these drawings indicate acceptance of professional engineering
responsibirdy soleyforthe truss components shown.
The suitability and use of mmponentsforanypadicularbuilding isthemspons0rillty of the building
designer, perANSVfPI.1 Sea 2
Manuel
The Truss Design Dmwing(s)(TDDIs]) referenced have been prepared based on the construction
documents (also referred to attmtes as'Stmetural Engineering Documents') provided bythe Building
Designerindicating the nature and character of the work.
Marti
The design criteria therein have been transferred to Manuel Martinez PE by [At Roof Trusses orspecific
Bx
location]. These TDDs (also mfened to attimes as'Structural Delegated
Engineering Dowrrents') are speciaMysWctriml cornponenf designs and maybe part of the pm]eces
o
deferred orphaned submhals. Asa Truss D�-.gn Engineer(Le, Speclalty
Engineer),theseal hem and on theTDD represents an acceptance of professional engineering
.sa
.responslbsdyforthe design ofthesinglc Truss depicted on dia TDD oily. The Building Designate
responsibleforand shall000rdktateand mvLwthe i DDsfor ,
wmpahbiGtywiththeirwrittenengineeting mqukenr^nts. PleasereviewallTDDsanda0related notes.
Manuel Martinez, P.E
,/
4620 ParkVww Dr.
SLCIoud,FL34771
Page 1 of 2
Digitally signed by
Manuel Martinez
f,,tai.2C19.07:25` i
t)� :46,-G4Do,
ar w r .�•
Ear;•...
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
,,A*�==TRUSSES
AFLORIDACORPORAT10N
RE: Job WRMSBM1674B2
No.
Seq #
Truss Name
Date
37
2531
VM04
7/24/19
38
2532
VM05
7/24119
39
2533
VMO6
7124/19
40
STDLOt
STD. DETAIL
7/24119
41
STDL02
STD. DETAIL
7/24/19
42
STDL03
STD. DETAIL
7/24/19
43
STDL04
STD. DETAIL
7/24/19
44
STDL05
STD. DETAIL
7/24/19
45
STDLO6
STD. DETAIL
7/24/19
46
STDL07
STD. DETAIL
7/24/19
47
STDL08
STD. DETAIL
7/24/19
48
STDL09
STD. DETAIL
7/24/19
49
STDL10
STD. DETAIL
7/24/19
50
STDLtt
STD. DETAIL
7124/19
51
STDL12
STD. DETAIL
7/24119
52
STDL13
STD. DETAIL
7/24119
53
STDL14
STD. DETAIL
7/24/19
54
STDL15
STD. DETAIL
7124/19
55
STDL16
I STD. DETAIL
17124119
r
Page 2 of 2
r7 "
Job Truss
WRMSBM1674B2 A01
Truss Type
GABL
1ty Ply 107242U79
2655
. a5R
1 r�1 1
s w.re uo. rs whss5a se...u+5xn 5"r�laala tend
51/ 5 R 51R 5
Loading Criteria (pail
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
P P
Enclosure: Closed
Code I Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep. Factors Used: Varies by Ld C
Def11CSl Criteria
PP Deflection in loc L/defl L/#
( ) VERT LL : 0.173 E 999 360
ggFRT(CL): 0.367 E 602 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
AS 911 /- /- A 1442 /13
BCDL: 7.00
Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL): 0.078 F - -
Y 5506 /- /- A 11448 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0A65 F - -
S 1060 A /- /- /374 A
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep .2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 sf
P
CSI:
Max TC SI: 0.890
AS Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psi
Max BC CSI: 0.996
Y Brg Width = 7.6 Min Req = -
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
S Brg Width = 7.6 Min Req = 1.5
C&C Dist a: 3.80 ft
Max Web CSI: 0.840
Bearings AS, Y, 8 S are a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 312.2 lbs
Bearings AS, Y, 8 S require a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Wind
Top chord 2x4 SP M-30:T3, T4, T6 2x4 SP #2:
Wind loads and reactions based on MWFRS.
Bot chord 2x4 SP #2
Webs 2x4 SP #3:W7, W9 2x4 SP 42:
Bearing Block(s)
Brg blocks:0.131"x3', min. nails
Bracing
brg x-loc #blocks length/bilk #nails/blk wall plate
(a) Continuous lateral restraint equally spaced on member.
2 18.000' 1 191. 13 Rigid Surface
Brg block to be same size and species as chord.
Special Loads
Refer to drawing CNNAILSPI014 for more Information.
--(Lumber Dur.Fac.=1.25I Plate Dur.Fac. 1.25)
Additional Notes
TC: From 62 pif at -3.97 to 62 plf at 8.68
TC: From 31 pif at 8.68 to 31 pit at 15.03
See STD DETAILS for gable wind bracing requirements.
TC: From 62 pif at 15.03 to fit pit at 36.70
BC: From 14 plf at -2.64 to 14 pit at 8.40
BC: From 7 plf at 8.40 to 7 pit at 15.62
BC: From 14 plf at 15.62 to 14 pit at 35.36
TC: 831b Conc. Load at 8.64,10.64,12.64,14.64
BC: 51 Ib Conc. Load at 8.64,10.64,12.64,14.64
Plating Notes
All plates are 1.5X4 except as noted.
Purling
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
TC 0 -2.64 26.02
BC 97 0.20 6.25
BC 36 8.25 15.67
BC 75 15.77 35.22
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers and cladding load not to
exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
"WARNING"
B - C
2829 -1053
J - K
1974
-665
C - D
1507 -20M
K - L
2030
-667
A-B
75 -39
L-M
2025
-670
B -AS
2047 -2172
M - N
2021
-673
D - E
1754 -592
N - O
2074
-685
E-F
1785 -600
O-P
1941
-658
F-G
1786 -599
P-Q
198E
-670
G-H
1831 -610
Q-R
315
-577
H-1
1813 -601
R-S
357 -1117
1-1
1816 -607
S-T
75
-39
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
C-AC
921 -283
Y-W
52
-190
AC -AB
129 -37
W-V
368
-274
AA-Z
280 -33
V-U
368
-274
Z - X
1165 -3283
U - S
841
-186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D -AC
111 -144
J -AL
617 -1862
D-AD
1036-3161
AL-X
1256 -4307
D -AA
764 -184
AL -AN
1631 -488
AC -AA
804 -249
AM-K
83 -309
AD-AE
1039 -3172
X-Y
1455 -5489
AA -AB
fit 0
X-AP
1162 -3576
AA-AH
1554 -496
X-W
251 -351
AE-AA
220 -611
AN -AO
1633 -489
AE-AF
1050 -3230
AO- M
136 -417
AF-AG
1054 -3243
AO -AP
1641 -490
AG-AH
1056-3250
AP-W
320 -128
AH- Z
418 -1377
AP-AQ
866 -1736
AH-AI
627-1593
W-Q
129 -466
Z -AL
3720 -1118
AQ-AR
862 -1723
TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
ser reference sheet before use. Unless othenMoe stated on the TOO, only Alpine
ingineer), N. seal on any TOO represents an aetaplance of the professional engineer
Manuel Martina P.E.
#047182
4620 PadNiew or
St Cloud, FL 34771
the design of the
nf11 R-IT..
Truss Truss Type Qty I Ply 07/24/2019 2655
A01 I GABL 1 1
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES
Verify design parameters and mad notes an We Tmss Design Drawing (I
connector olates shall be used for the TDD to be valid. As a Truss Deslan E
GENERAL TERMS and CONDITIONS CUSTOMER
AI-AJ 629 -1601 AR- Q 859 R 1715
AJ-AK 629-1601 U-Q 614 -227
AK -AL 629-1603 U-R 294 -711
w
Maximum Gable Forces
Per Ply (lbs)
'
Gables
Tens.Comp.
Gables
Tens.
Comp.
E -AD
107 -295
1 -AK
38
-158
F-AF
160 -446
AN-L
54
-187
G-AG
104 -353
AQ-N
177
-538
H -Al
147 -511
AR- P
69
-201
ACKNOWLEDGMENT" forth.
All capitalised harms ere es defined In TPIN.
it In—fi, n.Is nrMIMIM WtvsAlM wlXan m mlmi-&A-1 Rml Tntass,
Manuel Martinez, P.E.
M 047182
4620 ParkView Or
St Cloud, FL 34771
Job
WRMSBM1674B2
Truss Truss Type Qty Ply
A02 COMN 1 1
07124/2019
2598
H
b
TT
�1
$EPTGLATEREp. SEAT MATE REQ,.
18'5-14 19'63�
Loading Criteria 1paq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 It
Loc. from endwall: not in 4.50
GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FTIRT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purling
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 -2.64 3.00
BC 75 0.20 35.22
Apply purilns to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Please thoroughly reNew the "A-1 ROOF TRUSSES
term and read notes on this Truss Desist DmWna rrDD
DegICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In roc L/defl L/# Gravity Nan -Gravity
VERT(LL): 0.076 C
999 360 Loc R+ / R- / Rh / Rw / U
/ RL
VERT(CL): 0.162 C
999 240 T 460 !- !- 1221 /150
1313
HORZ(LL): 0.033 C
- - P 2146 /- /- 11196 /481
!-
HORZ(TL): 0.070 C
- - K 637 /- /- /489 /188
/-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.748
T Brg Width = 7.6 Min Req = 1.5
Max BC CSI: 0.902
P Brg Width = 3.5 Min Req = 2.5
K Brg Width = 7.6 Min Req = 1.5
Max Web CSI: 0.885
Bearings T, P, & K are a rigid surface.
Wgl: 226.8 Ibs
Bearings T & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens.
Camp.
B-C 1422 -531 F-G 1033
-202
C - D 763 -1132 G - H 1096
-192
A - B 35 0 H -1 1182
-276
B-T 1028-1166 I-J 345
-419
D-E 210 -93 J-K 369
-773
E- F 252 .77 K- L 35
0
TERMS and CONDITIONS CUSTOMER
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
C-S 543 -207 P-N 12 -3
S-R 9 -17 N-M 12 -3
Q - O 289 -206 M - K 633 -262
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-S
102 -36
O-P
821
-2099
D-Q.
297 -611
O-H
264
-315
S-Q
539 -193
0-1
512
-881
Q-R
78 0
O-M
244
-491
Q-F
361 -10
I-M
607
-200
F-O
395 -790
M-J
318
-442
G-O
383-1131
ACKNOWLEDGMENT" fomr.
All capitalized terms areas detlned h TPN.
,I.In—from. la .1..l Mn wift-Mr,nle[IM I,I M1 RWT...
Manuel Martinez, P.E.
80471B2
4820 ParkView or
St Cloud, FL 34771
Job
WRMSBM1674B2
Truss
A03
Truss Type
COMN
ty Ply
07/24/2019
1
2587
s
TII 15X6(Ri)F G e1.5X4
6 � /3xdE R \3X4
/3X6D \3X6
a)
/3x40 5X14
3 1.5X4
o3%p(At)a -5X6 O a)
1 J� .T INSX4 W
Xa3%6IA1)
D3X6P vN ae,vn
SEAT PLATE REQ. SEAT PLATE REQ.
i 19'S14 19.6.2 -j
W-4 10'1P14 I 7'4.4 (- 197-6 -j
I
1
4
-Loading Criteria (port
Wind Criteria
Code I Misc Criteria
DefIICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in too L/defl L/# Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.025 S
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.054 S
999 240 B 639 /- /- 1381 /250 1332
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 M
- - P 1837 /- /- /914 /655 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.021 M
- - K 693 /- /- /498 1270 /-
Des Ld: 37.00
Mean Height: 25.00 ft.
WAVE
Creep Factor: 2.0
Wind reactions based. on MWFRS
NCBCLL: 10.00
TCDL: 4.2 sf
P
Max TC CSI: 0.675
B Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.943
P Brg Width = 3.5 Min Req = 2.2
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
K Brg Width = 7.6 Min Req = 1.5
C&C Dist a: 3.80 ft
Max Web CSI: 0.782
Bearings B, P, & K are a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 225A Ibs
Bearings B & K require a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 35 0 G-H 696 -129
Top chord 2x4 SP #2
B - C 319 -825 H -1 295 -448
Bot chord 2x4 SP #2
C - D 187 -577 I - J 280 -540
Webs 2x4 SP#3
D-E 195 -495 J-K 403 -891
Bracing
E-F 603 -84 K-L 35 0
(a) Continuous lateral
restraint equally spaced on member.
F - G 628 -52
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 10.79
BC 93 10.79 18.53
Sc 120 18.53 37.85
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly wleat the -A-1 ROOF TRUSSES
verily design parameters and read notes on this Truss Design Drawing (TO[
TOD
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-T 674 -265 P-N 12 -3
T-S 3 -8 N-M 12 -3
S-Q 0 0 M-K 738 -223
R-O 482 -260
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T
140 -158
O - P
725 -1789
C - R
242 -271
O - G
242
-296
T-R
713 -274
O-H
482
-777
R-S
73 0
O-M
269
-85
R - E
420 -48
H - M
498
-157
E-O
406 -876
M-J
322
-434
F-O
284 -745
Manuel MaNna P.E.
#047182
4620 ParkYew Dr
St Goud, FL 34771
All onpneliae l tens ere as dented In TPI-1.
9. In anv lrum. IR t,ns1h1M u-01w it uA %nonn memiwinn 1 A-1 Rml Tnic
Job Truss Truss Type Qty Ply 07/24/2019
WRMSBM1674B2 A04 I COMN 1 1 2583
SEATPLATE REe. SEATPIATEREO.
18V14 15B'2 �1
F41 18'4-10 18'7.6 i14;
Loading Criteria 1psp
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category. II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00It
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
got chord 2x4 SP #2 :B4 2x4 SP M-30
Webs 2x4 SP #3
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid calling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 112 0.15 18.53
BC 75 18.53 37.85
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
VIR nd
Wind loads based on MWFRS with additional C&C member design.
31Y
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl L/# Gravity Non -Gravity
VERT(LL): 0.054 D
999 360 Loc R+ / R- I Rh I Rw l U I RL
VERT(CL): 0.104 Q
999 240 B 928 /- 1- 1607 /297 1331
HORZ(LL): 0.027 F
- - N 1281 /- I- 1666 /561 I-
HORZ(TL): 0.051 F
- - 1 903 /- /- 1563 /315 A
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.580
B Brg Width = 7.6 Min Req = 1.5
Max SC CSI: 0.980
N Brg Width = 3.5 Min Req = 1.5
Max Web CSI: 0.284
1 Brg Width = 7.6 Min Req = 1.5
Bearings B, N, & I are a rigid surface.
Wgt: 214.21bs
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
A-B 35 0 F-G 226 -381
B-C 485-1442 G-H 430 -1014
C-D 425-1191 H-1 550 -1371
D- E 222 -457 I- J 35 0
E - F 327 -443
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-Q
1229 -374
N-L
18
-3
Q-P
835 -258
L-K
18
-3
P-0
835 -258
K-1
1169
-326
O-M
404 -185
Maximum
Web Forces
Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
C-Q
248 -310
M-F
340
-520
Q-D
465 -110
M-G
405
-655
D - O
398 -686
M - K
707
-44
E-O
436 -125
G-K
418
-98
M - N
658 -1229
K - H
325
-431
ons, suitability and use of Warless for any Bulldingls trueManuel Mednez, P.E.
ling code and TPI-1. The approval of the Too and any reed Ra47182
ntrader. All notes set out In the no and the padioes and 4620 PatkVee or
a. TPI-1 defnes the respdnslbllides and dudes of Ne Truss g Claud, FL 34771
lea Involved. The Sladalty Engineer is NOT the
Job Truss Tmss Type Qty Ply 07/24/2019
WRMSBM1674B2 A05 I COMN 111 I 1 I 2576
31W5
178. we
N
J- -L
F�-iIra•�
i1araI�d-1
Fl ff�
30'
Loading Criteria (psq
Wind Criteria
Code I Mlsc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in IocUdefl
L/# Gravity Non-Gmvity
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.081 C 999
360 Loc R+ / R- 1 Rh 1 Rw / U
/ RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.172 C 999
240 W 442 I- 1- 1205 1162
1332
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
HORZ(LL): 0.035 C -
- R 2178 A /- 11185 1585
/-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.075 C -
- K 632 /- /- /490 /224
1-
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor. 20.
Wind reactions based on MW RS
NCBCLL: 10.00
TCDL: 4.2 sf
p
Max TC CSI: 0.702
W Brg Width = in
Width Min Req = 1.5
Load D 1.25
BCDLMWFRS.2 psf
3.6
R Brg Width = 3.5 Min Req = 2.6
Spacing: 24.0 "
:24.0
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.996
K Brg Width = 7.6 Min Req = 1.5
C&C Dist a: 3.80 It
Max Web CSI: 0.918
Bearings W, R, & K are a rigid surface.
Loc. from endwall: not In 9.00
Wgt: 235.21bs
Bearings W & K require a seat plate.
GCpl: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens.
Camp.
Lumber
B - C 1322 -571 F - G 1034
-231
Top chord 2x4 SP #2
C-D 764 -925 G-H 1116
-229
Sot chord 2x4 SP#2
A-B 35 0 H-1 503
-268
Webs 2x4 SP#3
B - W 947 -1127 I - J 464
-280
Bracing
D-E 270 -144 J-K 387
-779
(a) Continuous lateral
restraint equally spaced on member.
E - F 287 -84 K- L 35
0
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudlns
to laterally brace chords as follows:
Chord Spacing(in oc) Smrt(ft) End(ft)
TC 0 -2.64 3.77
BC 66 0.20 15.89
BC 75 15.89 35.22
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
-WARNING" Please(haroughly review to -A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS
Vent' design pamemom and mad nodes on (his Truss Design Drawing QDD) and the Spealalty Engineer reference sheet before u:
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
C-V
353 -208
R-O
7
-18
V - S
569 -765
O - N
624
-268
U- T
0 0
N- M
624
-268
S - P
556 -722
M - K
626
-266
T-Q
14 -48
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-V
267 -480
P-G
249
-293
E - V
320 -379
P - H
492
-860
V-F
931 -462
P-O
246
-445
S-T
18 -8
H-O
501
-181
F-P
547-1484
O-J
318
-611
Q- R
829 -2143
J- M
243
0
P-Q
830 -2105
form.
land SBCAammferenc forgenaialguidanw. TPI-idefines
by Con#ad agreed upon In writing by all ponies Involved. The
a as defined In TPI4.
W Wewm to - ramictim N MI Rrce Tnxvw.
be I Manuel Mel4nez, P.E.
field #047162
and 4620ParkYew Dr
TOss St Claud, R. 34T71
Job Truss Truss Type Qty Ply 07/24/2019
WRMSBM1674B2 I A06 I COMN 12 I I I 2507
+
Hul
02x4 .010i
SEAT PLATE REQ.
I
1
�-2-8.6 -{-
13-7.10
-{ 20.8 I
197'8 i 14"
Loading Criteria (pap Wind Criteria
Code / Mlsc Criteria
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LQ: 0.212 O
999 360 Loc R+ I R- I Rh / Rw / U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.397 O
999 240 A 1431 /- /- (810 /345 /290
BCDL: 7.00 Risk Category: II
FTIRT:10(0)/10(10)
HORZ(LL): 0.136 L
- - J 1512 !- !- /899 1371 /-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.255 L
- - Wind reactions based on MWFRS
Mean Height: 15.00 fit
WAVE
Creep Factor. 2.0
A Brg Width = 7.6 Min Req = 1.5
NCBCLL: 10.00 TCDL: 4.2 psf
Max TC CSI: 0.468
J Brg Width = 7.6 Min Req = 1.8
Load Duration: 1.25 BCDL: 4.2 psf
Bearings A & J are a rigid surface.
Spacing: 24.0 ° MWFRS Parallel Dist: h/2 to h
Max BC CS[. 0.996
Bearings A & J require a seat plate.
C&C Dist a: 3.80 ft
Max Web CSI: 0.750
Loc. from endwalnot in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
GCpI: 0.18
Wgt: 311.5 lbs
Chords Tens.Comp. Chords Tens. Camp.
Wind Duration: 1.60
VIEW Ver, 19.01.00A.0618.15 A-B 364 -622 F-G 930 -2163
Lumber
B - C 1306 -3262 G - H 924 -1963
Top chord 2x4 SP #2 :T1 2x8 SP 240Gf-1.8E:
C - D 1173 -2813 H -1 922 -2135
:T2 2x6 SP #2:
D - E 884 -2005 I - J 1052 -2663
Bot chord 2x4 SP#2:B1, B22x6 SP#2:
E-F 990-2002 J-K 35 0
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 member.
B - V 3166 -1078 R - O 2470 -773
Plating Notes
V-U 3156-1075 Q-N 32 -11
All plates are 1.5X4 except as noted.
U - T 3156 -1075 N - M 2302 -827T
- R 2501 -787 M - L 2302 -827
(") 1 plate(s) require special positioning. Refer to scaled plate plot details for
S - P 32 -13 L -J 2304 -827
special positioning requirements.
Tray Scah(s)
Maximum Web Forces Per Ply (Ibs)
(2) 2x8x9-3-5 x SP 2400f--1.8E scabs at left end. Attach one scab to each outer face
Webs
Tens.Comp.
Webs
Tens. Comp.
of chord with: 0.131'x3', min. nails @ 8' old, Plus additional nail clusters at: BRG.:
V - C
76 -162
O - F
181
.108
(4), heel: (6). list panel point: (2).
C - T
336 -764
O - G
201
-149
Puffins
D-T
442 -135
O-N
1969
-632
D - O
44-9
P - Q
83
0
In lieu of structural panels or rigid telling use purling
S-R
43 -5
G-N
-441
to laterally brace chords as follows:
E - O
1361 -677
N - I
271 271
-536
Chord Spacini oc) Stari(ft) End(ft)
BC 116 0.28 15.82
O-P
113 0
I-L
217
0
BC 100 15.82 35.16
Apply purling to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
"WARNING" Please thoroughly review the'A.1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKNOWLEDGMENT' farm.
Verify design parameters and mad notes on this Truss Design Dren4ng (TDD) and the Specialty Engineer reference sheet before use. Unless otharxtse stated on are TDD, only "pine
connector plates shall be used for the TDD to be valid As a Tmss Design Engineering (i.e. specialty Engineer), the seal on any TOO represents an acceptance of Me prefessl.V , engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, sultablllty and use of Nle Truss for any Buildin"'a,'
is the
Manuel Marline; P.E.
responsibility site Owneq the Ownera authorized agent ofihe BVllding Designer, In the content oftlleIRC, the ISC, lows building code and TPI-I. The approval of the TDD and any field
#047182
use ofthe Tress. Including handling,storage, installation and bracing shall be the responsibility of the Building Designer and Conuactoc"Inotesseoutinthe TDDand Nepmdiwsend
4620 Fall Or
guidelines of he Building Component Safety Information(BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofihe Truss
Sl Ool 34771
Designer, Specialty Engineer and Tmss Manufacturer, unless otherwise defined by Contest agened upon in vrtiting by all pates Involved. The Specialty Engineer Is NOT line
BuOdhg Designers Tmss System Engmeerof any building. All wpitalired terra are w defined in TPFi.
icr r C201a M1 firr erediuilm of IMn Mynvint. Nmvrmm.lcnM,iMM umlwpYuuitten mmtiulm MMtRMTuema.
cuss Imss type Wry Vly Uf/24/2019
WRMSBM1674B2 A07 COMN 1 1 2572
T
I V
3a'11-a
$FATTATERE6 SEAT MTE Rea.
�1e'e'12 196'4�
r lore 1V
I'ry'1
Loading Criteria (pm
Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc
L/defl L/# Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.270 X
817 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.527 X
418 240 AA 909 /- /- /544 /300 1313
BCDL: 7.00
Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.113 D
- - T 1277 /- A 1654 /315 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.225 D
- - K 915 A /- /574 /295 /-
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf'
Max TC CSI: 0.824
AA Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
psf
Max BeCSI: 0.977
T Brg Width = 3.5 Min Req = 1.5
Spacing: 24.0"
Sp
MWFRS
MWFRS MParallel Dist: h/2 to h
K Brg Width = 7.6 Min Req = 1.5
C&C Dist a: 3.80 ft
Max Web CSI: 0.696
Bearings AA, T, & K are a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 222.61bs
Bearings AA 8 K require a seat plate.
GCpl: 0.18 ..
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2 :T1, T22x4 SP 2400f-2.0E:
B - C 3714 -1370 F - G 494 -447
Bet chord 2x4 SP #2 :B3 2x4 SP M-30:
C - D 913 -1836 G - H 4a2 -505
Webs 2x4 SP#3:W62x4
SP#2:
A-B 35 0 H-1 581 -725
B -AA 2715 -2751 I - J 574 -858
Bracing
D - E 408 -656 J - K 705 -1407
(a) Continuous lateral
restraint equally spaced on member.
E - F 436 -588 K - L 35 0
Plating Notes
Maximum Bot Chord Forces Per Ply (Ibs)
("")1 plate(s) require special positioning. Refer to scaled plate plot details for
Chords
Tens.Comp.
Chords
Tens. Comp.
special positioning requirements.
C-Z
1822 -672
T-R
107
-33
Purling
Z-Y
1821 -671
S-Q
110
-304
Y- W
1821 -671
R - O
40
-64
In lieu of structural panels or rigid ceiling use purilns
X - V
0 -1
O - N
1188
-456
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
W - U
447 -168
N - M
1188
-456
TC 0 -2.64 4.41
U - P
670 -223
M - K
1191
-455
TC 24 13.70 16.36
V - S
94 -216
Be 91 0.20 16.22
Be 75 16.22 35.22
Maximum
Web Forces Per Ply (Ibs)
Apply purling to any chords above or below fillers
Webs
Tens.Comp.
Webs
Tens. Comp.
at 24" OC unless shown otherwise above.
D-Z
275 0
P-H
341
-547
Wind
D-W
729-1425
P-O
764
-239
Wind loads based on MWFRS with additional C&C member design.
F - W
148 -31
Q - R
639
-173
U - V
146 -335
H - O
182
-78
T-S
600-1715
O-J
295
-567
P- Q
410 -839
J- M
225
0
P-G
116 -302
"WARNING" Please thoroughly milew the -A-1
Verify design parameters and mad notes on this Truss D�
u a Iraw Design boglneenng (i.e. specialty Engineep, wra we on any TDD represents an acceplance mare professional engineedn
on the Too only, under TPIG. The design assumptions, loading conditions, suitability and use of One Truss far any Bulking is the
Manuel Martine; P.E.
it orthe Bulking Design, In the ceMetd nice IRC, the IBC, local building code and TPl-1. The approval fthe To antlany rield
p047162
and trading shell be the responsiblliry of the Building Designer and Contractor. All notes set out in ire Too and theprsctkesand
4620 ParkView or
(BSCI) Published by TPI and SECA are referenced for general guidance. TP4l defines to responnblims, and does of the Truss
St cloud. FL 34771
nlow otherwise defined by a Contract agreed upon In writing by all Parties Involved. The Specialty Engineer is NOT the
11.AII aliabilized terms are as defined In TPI.1.
t In nnv frvmin nmhIMIM Wlhm,t Mx vrtlXan menu Wml A4 RmfTncvw.
Job Truss Truss Type Qty Ply 07/24/2019
WRMSBM1674B2 A08 COMN 1 I1 I 256s
T
11
�71.14
SEAT RAZE as.
L 1a'5.12
Loading Criteria (Fan
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: ll
EXP: B Kzt NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: in to 2h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T4 2x6 SP #2:
:T6 2x4 SP M30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
1T�
115)(8af T4 \1,0719
F p H
15L'�
ht 11�
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 -2.64 4.52
TC 24 11.70 18.36
BC 75 0.20 35.22
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Please thoroughly review the "A-1 ROOF
tars and read notes on tits Truss Design DI
I be used far Ne TDD to be valid. As a True
196-4
are
36
Deb/CSI Criteria
PP Defection in Ioc; Udefi L/#
VERT(LL): 0.141 U 999 36
VERT(CL): 0.408 U 544 24
HORZ(LL): 0.047 C - -
HORZ(TL): 0.093 C - -
Creep Factor: 2.0
Max TC CSI: 0.764
Max BC CSI: 0.972
Max Web CSI: 0.858
Wilt: 228.9 Its
VIEW Ver. 19.01.00A.0618.15
i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 470 /- /- /244 179 /26
R 2088 /- /- /1146 1159 /-
K 677 /- /- /523 1192 1-
Wind reactions based on MWFRS
W Brg Width = 7.6 Min Req = 1.5
R Brg Width = 3.5 Min Req = 2.5
K Brg Width = 7.6 Min Req = 1.5
Bearings W, R, & K are a rigid surface.
Bearings W & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1465 -370 F-G 993 -229
C - D 488 -766 G - H 993 -227
A-B 35 0 H-1 600 -226
B - W 1084 -1095 I - J 526 -228
D - E 410 -598 J - K 347 -783
E- F 431 .534 K- L 35 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
C-V
446 -69
R-O
0
-122
V-S
360 -380
O-N
607
-225
U- T
0 0
N- M
607
-225
S-P
374 -277
M-K
610
-224
T-Q
0 -182
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D - V
395 -555
P - Q
835 -2020
V-F
1050 -466
P-0
517 -627
F - P
542 -1064
P - H
853 -1528
S-T
5 -54
O-H
821 -507
G-P
51 -104
O-J
433 -807
Q- R
821 -2087
J- M
327 0
CUSTOMER("BU)'ER-) ACKNOWLEDGMENT" form.
a. Unless othenulse stated on the TDD. oniv Alpine
ss othenxise defined by a Conbact agreed upon in wdtlng by all padl
All rapitalizad Isms are as defined In TPb1.
it In nnv fnm_Ix nmhihtlM wIhnin lhx wl.n mrmlatirm d A-1RmfTnii-
Manuel Martinez, P.E.
9047182
4620 ParkView Or
St Cloud, FL 34771
Job
W RMSBM 1674B2
Truss Truss Type
A09 COMN
ry y W/24(L019
t1
2555
IT
I T:
I U T
SEAT PLATE REQ
18712
FA} 16'r )
Loading Criteria (psn
Wind Criteria
TCLL: 20.00
Wind Std: ASCE7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 It
Loc. from endwall: not in 9.00'
GCpI: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Code I Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(Ou10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 -2.64 4.18
TC 24 9.70 20.36
BC 75 0.20 35.22
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
TERMS
SEAT PLATE REQ.
1
1
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl
L/# Gravity Non -Gravity
VERT(LL): 0.097 C 999
360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.195 C 999
240 V 469 /- /- /245 /177 1256
HORZ(LL): 0.042 C -
- Q 2103 /- /- 11108 /566 /-
HORZ(TL): 0.085 C -
- J 660 /- /- 1493 /213 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.890
V Big Width = 7.6 Min Req = 1.5
Max BC CSI: 0.753
Q Brg Width = 3.5 Min Req = 2.5
J Brig Width = 7.6 Min Req = 1.5
Max Web CSI: 0.455
Bearings V, Q, & J are a rigid surface.
Wgt: 215.6 Its
Bearings V & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
B - C 1466 -491 F - G 1198 -262
C-D 791 -876 G-H 519 -214
A-B 35 0 H-1 457 -218
B-V 1109-1161 1-1 359 -795
D-E 294 -122 J-K 35 0
E - F 1201 -263
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
C-U
371 -171
Q-N
11
-17
U - R
295 -193
N - M
627
-234
T-S
0 0
M-L
627
-234
R-O
284 -175
L-J
630
-233
S-P
12 -17
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-U
393 -567
O-P
863 -2056
E-U
457 -78
O-N
312 -477
E - O
524 -1300
O - G
650 -1388
R- S
34 0
N- G
568 -272
F - O
233 -346
N -1
394 -708
P- Q
862 -2080
I- L
287 0
t before use. unless othewse stated on MaMD, only Alpine
on any TDD represents an acceptance of to professional engin.adn
mrotions, suitability and use of this Truss for any Butchng is the
Manuel Madi P.E.
d building code and TPI-1. The approval ofthe TOO and aryl ld
# 047782
nd Con"olor. All notes set out in the TDD and the practices and
4620 ParkVew Or
uidance_ TPI-I deBryes Me responsibllWes and tlT4as of fhe Tmse
Si Cloud, FL 34777
h TP14.
.n--iW-or Mt RWT., 2,
Job Truss Truss Type
WRMSBM1674132 A10 HIPS
I- 1D•a• I
a5X8
1111.5X4
Cry I Ply 107/24/2019
13, �{
T D E F
6 F sally�3G6
01.5X4 C (a) (a)
0
H ali
io
3X8A(A1) B
m5X8
Q 3 N Isa3X6(A1)
trial =3X4 =s3X8
013X60 ,ovn=avn nl. cv.
SEAT PLATE REQ.
1'4'
I- -1- 18'4°8
38'
19'6"4
SEAT PLATE REQ.
2511
t
E
1
Loading Criteria (pi Wind Criteria
Code I Misc Criteria
DefIICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in roc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
- VERT(LL): 0.026 K
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.052 K
999 240 B 699 /- /- 1447 /170 /203
BCDL: 7.00 Risk Category: ll
FT/RT:10(0)/10(10)
HORZ(LL): 0.014 K
- - O 1695 /- /- 1787 1414 /-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.026 K
- - 1 740 /- /- /512 1181 A
Mean Height: 15.00 It
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf
Max TC CSI: 0.955
B Brg Width = 7.6 Min Req = 1.5
Duration: 1.25 BCDL: 4.2 psf
"
Max
Max BC CSI: 0.814
O Brg Width = 3.5 Min Req = 2.0
Spacing: 24.0
Spacing: MWFRS Parallel Dist: h/2lo It
Brg Width = 7.6 Min Req = 1.5
C&C Dist a: 3.80 ft
Max Web CSI: 0.572
Bearings B, O, & I are a rigid surface.
Loc. from endwall: not in 9.00
Ili 205.8 Ibs
Bearings B & I require a seal plate.
GCpl: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19,01.00A.0618.
15 Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A- B 35 0 F - G 244 -386
Bot chord 2x4 SP #2
B - C 415 -924 G - H 229 -459
Webs 2x4 SP#3
C-D 301 -603 H-I 403 -1006
D-E 416 -64 I-J 35 0
Bracing
E - F 416 -63
(a) Continuous lateral restraint equally spaced on member.
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp. Chords Tens. Comp.
In lieu of structural panels or rigid calling use pur ins
B - Q 772 -207 M - L 825 -262
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Q. p 487 -118 L- K 825 -262
TC 24 10.33 25.00
P-N 48-118 K-I 82-262
BC 120 0.15 18.52
O-M 3 -5
BC 75 18.52 37.85
Apply purlins to any chords above or below fillers
Maximum Web Forces Per Ply (Ibs)
at 24" OC unless shown otherwise above.
Webs Tens.Comp. Webs Tens. Comp.
Wind
C-Q 236 -333 N-M 348 0
Wind loads based on MWFRS with additional C&C member design.
D - Q 430 .114 N - F 445 -859
D - N 451 -970 M - F 381 -154
E-N 278 -505 M-H 318 -575
N - O 760 -1657 H - K 229 -7
"WARNING" Please thoroughly review the -A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGMEN7"fro.
Verify design pammeters and mad notes an this Truss Design Dravnng (TDD) and the Specialty Engineer reference sheet before use. Unless othermse stated on the TDD, only Alpine
connector plates shall be used lorthe MOW be valid. As a Tmss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on Me TOD only, under TPt4. The design assumptions, loading conditions, suitability and use of this Truss for any Buiitlin'is the
Manuel MaNne; P.E.
responslbilM1y of Me Owner, the OwneR authorized agent orthe Building Designer, in the content of the IRC, the ISC, local bulMing code and TPI-1. The approval ofthe TDD and any geld
4047182
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Allno[ssetoutiniho TODand Nepmdimsand
4620 Parkview Or
guidelines of the Building Component Safety lnficirm n(BSCI) published by TPI and SSCA are referenced for general guidance. TPI-1 defines the respweibilifles and dudes of the Truss
St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless on ise defined bya Contractagreed upon In writing by all parties Involved Thesmclaiy Engineeris NOTNe
Building Designer orTmss System Ergineergl any building. All apilalized terms ere as defined In TPI-I.
fnnMnMO]maA.1 RmlTnlcros-FnnrMn,llnn MIMa MnrmxM.lna imm. knm ihM1 whr AthawftRnnv IRRlnnMMIRnnf Tmcvn.
Job Truss Truss Type Qty I Ply 07/24/2019 2470
WRMSBM1674B2 I A11 I HIPS 11 1
i 8'3"4
aa5X6 =3X6 m5X6
D E F G H
T6 � T1
g2X4C (a) I ps2X4 (a)
0
S =5X8
T A
1 1 9e E3X8 S jm=6(A1)
11 1 Q Pa4X4 O N M L 64
103X6(R) 012X4 =3X6 =3X8 =3X6
SEAT PLATE RED. SEAT PLATE RED. SEAT PLATE RED.
-1371 i 24'8"3
f W12- 37'l1"4
Loading Criteria (ps8
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzb NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS ParallelDist: h/2 to
C&C Dist a: 3.79 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :Ti 2x4 SP 2400f-2.0E
Bot chord 2x4 SP #2 :84 2x4 SP 2400f-2.OE'
Webs 2x4 SP #3
Code I Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep. Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 3X4 except as noted.
Puriins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Stari(ft) End(ft)
TIC 24 8.27 26.94
BC 75 0.00 37.79
Apply puffins to any chords above or below fillers
at 24" OC unless shown othenvise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
on
e
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In loc L/defl L#f
Gravity Non -Gravity
VERT(LL): 0.042 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.080 L 999 240
R 473 /- /- /428 1159 1186
HORZ(LL): 0.012 L - -
P 1737 /- /- /971 1395 /-
HORZ(TL): 0.022 L - -
J 944 /- A /602 1234 /-
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.805
R Brg Width = 6.9 Min Req = 1.5
Max BC CSI: 0.493
P Brg Width = 7.6 Min Req = 2.0
J 'Brg Width = 7.6 Min Req = 1.5
Max Web CSI: 0.924
Bearings R, P, & J are a rigid surface.
Wgt: 250.6 lbs
Bearings R, P, & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A- B 37 0 F- G 488 -200
B - C 262 -491 G - H 396 - 602
C - D 206 -197 H -1 507 -1080
D-E 174 -117 I-J 637 -1440
E- F 488 -200 J- K 35 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
R - Q 636 -706 N - M 900 -180
Q - P 636 -706 M - L 900 -180
P-0 370 -218 L-J 1231 -449
O - N 370 -218
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - R
363 -405
T - U
335
-267
B - S
379 -146
E - U
589
-784
R - S
694 -437
P - U
951
-1567
C-T
289 -307
U-G
620
-1215
S - Q
344 -484
U - N
822
-365
S-T
521 -432
G-N
267
-3
S - P
1090 -781
N - H
247
-407
D-T
164 -262
H-L
422
-67
T-E
608 -476
L-1
306
-375
"WARNING" Please thoroughly redone the -A-1 ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER (-BUYER") ACMMEOGMENT"foml.
'er fy design parameters and head notes on this Truss Design DmWng (Too) and the Spedalty Engineer reference sheet before use. Unless otherv4se stalest on the TOO, anly Alpine
onnector plater shall be used forth. TDD to be valid As a Truss Design Engineering (i.e. Spedelty Engineer), Me seat on any TDD represents an aaceptanco of the professional engineedn
arponsallity far the tlesign ofthe single Truss depictect on Me TDD only, under TPI-1. The design assumpfions, loading condnons, suitability and use ofihls Truss for any Building is the Manuel Madne", P.E.
npbnsollilyaftheOwneA Me Ovmersauthodzed agent or Me Building Designer, In Me contest of the IRC, the ISO, local building costa and TPI-1. Theepproval ofihe TDD antlany geld p047182
se ofthe Truss, inducting handling, storage, Installation and burning shall be the responsibility of the Building Designer and Contactor. Allnotessetoutlnd TDD and the am aer and 4620 ParkView Or
uidelines of Me Building Component Safety Information(BSCI) publlshed by TPl and SBCA are referenced for genoml guidance. TPI-idefinestheresponsiblllties and tlutles of Ne Truss St Cloud, FL 34771
resigner, Specialty Engleaer and Truss Manufanumn unless othendse defined by a Contend agreed upon in wilting by all parties involved. The specialty Engineer is NOT the
Job Truss Truss Type City I Ply 07/24/2019
WRMSBM1674B2 I Al2 I HIPS 1 1 2513
i 634 i 22'8-
55X8 �4X4 M1.5X4�3X6 s5X8
12 C D E F G H
T 6 J'H]1.SX4
a)BJ
A a5X6Tr •ar 6X6 W7.5X4 S R C p K63X6(A7
�L-4X8-3X6 L
2 N3X6 =VYB X nil Run =ova
SEAT PLATE REQ. SEAT PLATE RED.
i 13'3"1
Vii 1S5'6
37'1
Loading Criteria bsg
Wind Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to IT
CSC Dist a: 3.79 it
Loc. from endwall: not in 9.00
Gi 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0U10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(ln oc) Start(ft) End(ft)
TC 24 6.27 28.94
BC 75 0.00 30.29
BC 93 30.29 37.79
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
24'8'3
14'5'6
DeflICSI Criteria
PP Deflection in loc Udell Li#
VERT(LL): 0.071 P 999 361
VERT(CL): 0.134 P 999 241
HORZ(LL): 0.023 M -
HORZ(TL): 0.044 M -
Creep Factor. 2.0
Max TC CSI: 0.793
Max BC CSI: 0.804
Max Web CSI: 0.655
Wgt: 231.0 Ibs
VIEW Ver: 19.01.00A.0618.15
SBAT PLATE REQ.
II
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
Z 463 P P /426 1206 1149
X 1835 /- /- /982 /406 /-
K 894 /- /- /559 1230 !-
Wind reactions based on MWFRS
Z Brg Width = 6.9 Min Req = 1.5
X Big Width = 7.6 Min Req = 2.2
K Big Width = 7.6 Min Req = 1.5
Bearings Z, X, & K are a rigid surface.
Bearings Z, X, & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 37 0 G- H 583 -1095
B - C 588 -352 H -1 850 -1611
C-D 869 -297 I-J 765 -1641
D - E 281 -392 J - K 659 -1444
E-F 281 -392 K-L 35 0
F - G 281 -392
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
Z-Y
173 -135
S-R
1093
-342
Y-X
42 -83
R-Q
1083
-342
W-U
504 -818
Q-N
1198
-417
X-V
9 -18
P-O
0
0
U-S
507 -835
O-M
38
-18
V-T
0 0
M-K
1249
-524
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens.
Comp.
B-Z
5W -425
E-S
155
-315
B-Y
226 -345
G-Q
241
-48
C - Y
229 -360
Q - H
87
-128
C - W
799 -1049
H - N
620
-347
Y-W
369 -380
N-O
75
-5
W-X
945-1733
N-1
171
-165
W - D
584 -1240
N - M
1245
-519
D-S
1493 -644
N-J
182
-58
U-V
90 -42
M-J
161
-320
S-G
416 -860
shall be used for the Too to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), be seal an any TOO represents an acceptance of the professional engineerin
the design of the single Tmss depleted on the TDD only, under TPll no design assumptions, loading conditions, suitability and use of CMS now any But din, is the Manuel Manna; P.E.
he Owner, the Ceoee's authorized agent or the Balding Designer, In the core of the Inc, the ISC, local building code and Tell Theeppmvalof the TDO and eny6eld in 0471112
Including handling,storage, installation and leasing shall be be responsibility of the Building Designer and Centronics. Ninotessetoutinba TDDandthepradieas antl 4620 Perkif. Or
Building Component Safety information(BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibllides and duties of be Tmss St Cloud, FL 34771
Ity Engineer and Truss Manufacture, unless obeWse defined by a Contract agreed upon In wnOng by all paNes Involved. The Specialty Engineer b NOT the
a Tmss System Engineered! any building. An sopitanzed terms ere m defined le TPI-1.
A RmlTmeewa-RannaHim Nlhla hn,mwM. N amfeum.lz pMvl,naE Wnuuit Mn wrrGn mimLUNn MA-t RmfThiwa.
Job
WRMSBM1674B2
Truss Truss Type
A13 I HIPS
1ty Ply
I U7/241ZU19
2539
T
l
12
6
280# 18] 187# 18]p 187# 18]p 190#190p190# igp# less igpp 190# 190p 4306
L 1 1 I 4 i 1 ♦ 4 1 4 I 4 i �__7-0.6�
ai.5x4
um
67X6(R)
SEAT PLATE RED, SEAT PLATE RED. SEATPIATERED.
-13'31 i 2,VT3 -
--4,3,18� 206{� 2'tT.yy� Y--+--2' yy .2'�-i-3 D Y y 2' y 2' y 2' j T--�-i
213k Ill# 111# 111# 111K 98s 98# g"- San 9N 99s 98# 9" SON
T3"8 1 i 4,{
T
1
Loading Criteria (pap
Wind Criteria
Code 1 Mist: Criteria
Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl
LI#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.233 R 999
360
Lac R+ / R- / Rh
/ Rw / U / RL
AC 470 /• /-
/- /198 /-
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld C
I&RT(CL): 0.433 R 679 240
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.060 N -
-
Z 4890 /- /-
/- /1626 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.112 N -
-
L 2005 /- /-
/- /630 /-
Des Ld: 37.00
Mean Height: 15.00 ft
WAVE, HS
Creep Factor. 2.0
Wind reactions based on
MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf
Max TC CSI: 0.676
AC Big Width = 6.9
Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 psf
Max BC CSI: 0.987
Z Brg Width = 7.6
Min Req = 5.8
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
L Big Width = 7.6
Min Req = 2.4
C&C Dist a: 3.79 it
Max Web CSI: 0.726
Bearings AC, Z, & L are
a rigid surface.
Loc. from.endwall: not In 4.50
Wgt: 232.4 firs
Bearings AC, Z, & L require a seal plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.01 Iq
Chords Tens.Comp.
Chords Tens. Comp.
Lumber
Purling;
A - B 37
G - H
Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.OE:
In lieu of structural panels or rigid ceiling use putting
g _ C 195 -395
395
026 3462
H - I 102fi -3462
:T3 2x4 SP M-30:
to laterally brace chords as follows:
C - D 590 -106
I • J 1423 -4665
Bot chord 2X4 SP M-30 :B1 2x4 SP #2:
Chord Spacing(in oc) Starl(ft) End(ft)
D - E 3473 -1082
J - K 1661 -5205
•B3 2x4 SP 2400f-2.OE:
TC 24 4.27 30.94
Webs 2x4 SP#3:W7, W132x4 SP#2:
BC 75 0.00 15.30
E-F 232 -864
K-L 1157 -3710
:W82x4 SP M-30:
BC 43 15.30 30.79
F-G 232 -864
L-M 35 -16
0122x4 SP2400f-2.OE:
BC 85 30.79 37.79
Apply puffins to any chords above or below fillers
Maximum But Chord Forces Per Ply (Ibs)
Bracing
at 24" DC unless shown otherwise above.
Chords Tens.Camp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
Wind
AC -AB 6 0
U - T 3352 -999
Special Loads
Wind loads and reactions based on MWFRS.
AB -AA 304 -152
T- S 3352 -999
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
Left bottom chord exposed to wind.
AA- Z 103 -325
S - R 4647 -1423
TC: From 62 plf at -1.40 to 62 plf at 4.27
Z - X 23 -79
R - O 4766 -1512
TC: From 31 Of at 4.27 to 31 plf at 30.94
Y - W 1027 -3297
Q - P 0 0
TC: From 62 pit at 30.94 to 62 plf at 39.27
X - V 0 0
P - N 156 -50
BC: From 14 plf at 0.00 to 14 plf at 4.30
W -. U 1049 -3374
N - L 3253 -1009
BC: From 7 plf at 4.30 to 7 Of at 30.65
BC: From 14 pit at 30.65 to 14 plf at 37.94
Maximum Web Forces
Per Ply (Ibs)
TC: 280lb Cone. Load at 4.30
TC: 187 lb Cone. Load at 6.33, 8.33,10.33,12.33
Webs Tens.Corl
Webs Tens. Comp.
14.33
B -AC 218 -455
F - U 270 -639
TC: 1901b Cone. Load at 16.33,17.60,18.87,20.87
B-AB
--17
U-H 2905
--239
22.87,24.87,26.87,28.87
TC: 430 lb Conc. Load at 30.91
244
C -AB 244 -17
H - S 969 -239
969
BC: 213 lb Conc. Load at 4.30
C -AA 326 •1132
S - I 468 -1397
BC: 111 Ib Conc. Load at 6.33, 8.33,10.33,12.33
AA- D 1013 -295
I - R 150 0
14.33
AA-Y 15 -316
R-J 103 -112
BC: 98lb Conc. Load at 16.33,17.60,18.87,20.87
D - Y 1103 -3253
O - P 639 -191
22.87,24.87,26.87,28.87
Y-Z 1498 -4503
O -J 1619 -472
BC: 603 Ile Conc. Load at 30.91
Y - E 1014 -3146
O - N 3216 - 994-
E - U 4949 -1495
O - K 1429 -481
Plating Notes
W - X 25 -82
N - K 370 -1034
All plates are 3X4 except as noted.
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERALTERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEOGMENT mass.
Verify design parameters and mad notes on Nis Truss Design DmWng (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated
on Ne TDD, only Maine
connector plates shall be used for the TOO to be valid. As a These Design Engineering p.e. Specialty Engineer), to seal on any TDD represents an acceptance of the professional engineenn
Manuel Marline; P.E.
responsibility for the deslgnof the single Tmss depicted on the TOO only, under TPI4. The design assumptions, loading conditions, suitability and use of this Truss
for any Building Is the
responsibilOy of to Oaner, to Owners authorized agent or the Building Designer, in the contend of the IRC, the 180, local building code and TPI-1. Theapprovalofthe TDDandanyfield
#047182
use of the Trust, Including handling, storage, Installation and banging shall be the responslilllty of the Building Designer and Ceramic, Allnotessetoutlnitle TDDand Mepradicesand
4620 PalkView Or
guidelines of the Bullding Component Safety lnformalion(BSCI) published by TPl and SSCA are referenced for general guidance. TPIA defines the responsibilities
and duties of the Truss
St Gaud, FL 34771
Designer. Specialty Engineer and Truss Manufacture, unless otbervise
defined by a Contract agreed upon in writing by all paades involved. The Specialty Engineer is NOT the
amleYnn MA-1 Fnnf TnonAe.
Job Truss Truss Type Oty
Ply 07/24/2019
2514
WRMSBM1674B2 B01 JACK 2
1
C
12
6 F:�
T
2X4(A1) B
ih CD
T O
1 r
T
A p
SEAT PLATE REQ.
1'4" ml-- 1'10"15 �{
Loading Criteria (psp Wind Criteria Code I Misc Criteria Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Code: FBC 2017 RES PP Deflection In too L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA
Loc R+ / R- I Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA
B 193 /- /- 1155 150 147
BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL): 0.000 D -
- D 24 /- !- /21 17 /-
EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 D -
- C 27 /- /- 118 /12 /-
Des Ld: 37.00 Mean Height: 15.00 It WAVE Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf
Max TC CSI: 0.282
B Big Width = 7.6 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
Max BC CSI: 0.046
D Big Width = 1.5 Min Req = -
Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: Any Wgt: 8.4 IDS
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 35 0 B-C 12 -41
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purllns -.
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use pudins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Starlit) End(ft)
Sc 21 0.15 1.91
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the "A-i ROOF TRUSSES ("SELLER'), GENERAL TERMSand CONDITIONS CUSTOMER('BUYER") ACKNOWLEDGMENT" form.
Venfy design parameters and read notes on this Tress Design Drawing (TDO) and the Specialty Engineer reference sheet be/ore use. Unless oMemlw stated an Me Too, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), Me seal on any TDD represents an acwptanm of the professional engineedn
responsibility for the design of Me single Truss depicted on the Too only, under TPI4. The design assumptions, loading conditions, sumbilltyend use of this Tmss for any Building is the
Manuel Marine; P.E.
responsibility of the 0wme the Ovmars authorize! agent orthe Building Designed in Me concert of the IRC, Me IBC, loyal building code and TPI-1. Theappravaloftlls TDDandanyfiald
p047182
use of the Truss, Including handling, stodge, installation and bracing shall be the responsibility cribs Building Designerand Conaacmo Allnotessetoaln
Ne TDDand(bepdctipeeand
4020ParkMew Or
guidelines of the Building component Safety )nfmmetion(BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Tmss
St count, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless olhstwiss defined by a Contract agreed upon In wddng by all pates Involved. The Specialty Engineer is NOT Me
Job Truss Truss Type
WRMSBM1674B2 B02 I JACK
City y 10712412019
2515
2 1
12 1113X4(++)
6 p
T m2X4(A1)B
1i
A
SEAT PLATE REQ.
Loading Criteria (pant
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00It
Loc. from endwall: Any
GCp1: 0.18
Wind Duration: 1.60
1 '4"
i 2;6„2"I
7"i �
1 3714 ^{
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep FactorsUsed: Yes
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
Lumber
Top chord 2x4 SP #2
got chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.15 2.36
BC 13 2.36 3.24
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
DeB/CSI Criteria
A Maximum Reactions (Ibs)
PP Defection in loc
Udell L/#
Gravity Non -Gravity
VERT(LL): 0.006 G
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.011 G
999 240
B 229 /- /- /172 151 /66
HORZ(LL): 0.004 G
- -
E 31 A A /22 /4 /-
HORZ(TL): 0.007 G
- -
D 77 /- /- /42 129 A
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.282
B Brg Width = 7.6 Min Req = 1.5
Max BC CSI: 0.054
E Erg Width = 1.5 Min Req = -
Max Web CSI: 0.053
D Big Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgb 16.8 Ibs
Bearing B requires aseat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 35 0 C-D 35 -80
B-C 3 -88
ELLER°), GENERAL TERMS and CONDITIONS
d the Specialty Engineer reference sheet before u1
eering (i.e. Specialty Engineer), the seal on any TE
MIA. The design assumptions; loading considers,
o, In the context of the IRC, the IBC, local building
responsibility of the Building Designer and Contra
I and SECA are referenced for general guidance.
by a Contract agreed upon In y ntlng by all parties I
e as defined In T12I-1.
�tl Wins the ,ne-i.a MA.1 R—fT.—
Maximum.Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-H 10 -23 G-E 0 0
C-G 33 -2 H-F 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
G-H 48 -22
ACKNOWLEDGMENT" form.
Manuel Mardi P.E.
7t 047182
4620 PaIM/iew Or
St Cloud, FL 34771
Job
WRMSBM1674B2
Truss
B03
Truss Type
JACK
Qty
4
Ply 0724/2019
1
2516
C
6� T l
2X4(A1) B `-r°
LO
A D
SEAT PLATE REQ.
1'4"
Loading Criteria (psf)
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 15.00 ft
WAVE.
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. fromendwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 28 0.15 2.46
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
2'5"9 �{
Deft/CSI Criteria
PP Deflection in loc Udefl L#f
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D - -
HORZ(TL): 0.001 D - -
Creep Factor: 2.0
Max TC CSI: 0.322
Max BC CSI: 0.048
Max Web CSI: 0.000
Wgt: 11.2 Ibs
Pll �i1Of�. f [e]!rS �rbTi�rI3 [:�i F7
ring p.e. Specialty Englneer), the seal on any Teo represents an acceptarro of the
1-1. The design assumptions, loading conditions, notability and use of this Truss for
In theconteA of the IRC, the IBC. Iowl building code and TPI-1. Theapprovalofd
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 206 /- /- /160 /50 /55
D 34 /- /- 126 /4 /-
C 48 /- /- 119 /21 /-
Wind reactions based on MWFRS
B Brg Width = 7.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 35 0 B-C 22 -68
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
Manuel Martine; P.E.
i1047162
4520 PalkMew or
St Cloud, Fl- 34771
RWTe—.
Job Truss Truss Type Oty Ply 0724/2019
WRMSBM1674B2 B04 JACK 1 1 2517
D
TT
12
6 � �2X4(++)C '
M
!> N
T m2X4(A1) B 7HBS"1iAyyGG1I1.5X
SEAT PLATE REQ.
1 2-6"2' 'I„P
f— 1,4" —1 F— 1,4"6 --ii�
i 4' -
Loading Criteria gnq
Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/de6 L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
P P
TPI Std: 2014
( )VERT LL: 0.019 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 254 /- /- 1186 /54 /77
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL,: 0.034 F 999 240
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 G - -
E 44 /- f- 29 /4 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.020 G - -
D 102 /- /- /55 /40 /-
Des Ld: 37.00
Mean Height: 15.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psi
Max TC CSI: 0.201
B Brg Width = Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 P sf
Max BC CSI: 0.070D
1.
E Brg Width = 1.55 Min Req = -
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00:ft
We Max Web CSI: 0.076
Bearing 8 is a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 18.2 lbs
Bearing B requires a seat plate.
GCpl: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 35 0 C-D 46 -70
Top chord 2x4 SP #2
B - C 2 -82
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 19 -27 G - E 0 0
C—G 36 -5 H-F 0 0
Purlins
In lieu of structural panels or rigid ceiling use During
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
Webs Tens.Comp.
BC 30 0.15 2.36
G - H 52 -21
BC 22 2.36 4.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
""WARNING" Please thoroughly review the"A-1 ROOF TRUSSES Q'SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER-) ACKIJOWLEDGMENT"foml.
verify design parameters and need notes on this Tress Design Drawing Crop) and Me Specialty Engineer reference sheet before use. Unless oManvise stetetl on Me
TDD, only Alpine
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (I.e. Spedaly Engineer), the seal on any TDD represents an acceptance of Me professional anglneedn
Manuel MaNne; P.E.
responslblltty for the designer the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Buildingls Me
responsibility of the Ovmis er, Me onsi authorized agent orthe Building Designer, in the coned ofthe IRC, Me IBC, local building codo and 171-1. The approvalefflemoiniti ieltl
N047102
use of Me Truss, Inducting handling, storage, Installation and badng shall be Me responsibility of the Building Designer and Contractor. All notes set out In Me TDD and Me pai and
4620 Pai or
guidelines of the Building Component Safety lnfolmatlan(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines Me responsibilities
and duties of the Truss
St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless othembe, defined by Contract agreed upon in ending by all parties Invelved. The Specialty Engineer
Is NOT Me
Building Designer orTmes System Engineer of any building. All wpltallud terms areas tlefned in TPI4.
Cnmm M910fRM1 RmfTnwae-RnnrMivJinn nllM1ie tln[nmxManvnv(nnn. InnmhinJedwlhnWtMn ftnnna lLes nMA-t Rm Thicwq_
Job Truss
WRMSBM1674B2 I B05
Truss Type
COMN
1ty Ply
10712412019
2666
27# 754 75# y 27#
7
�2,1-e i 1,i D-ai1'0
77#i1-W14 - 91j16i TiG's i 2,1.6-�
12
4.24
l7
a5X6
Eni F
T
2
®® 660 T2
45X6G Oa3X6 T
2
6
a3X
0§X4
?
05X6C
R®5X6 V
02%4(P1)a
62X4(A1) it
1 1
l 1
A R
QP
N1.5X4 x J
1
a3X4
111.5X4
a3X4
SEAT PLATE REQ.
SEAT PLATE REQ.
is
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: It
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x6 SP 2400f-2.OE
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2X4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at -1.33 to 62 plf at
1.41
TC: From 31 plf at 1.41 to 31 plf at
10.26
TC: From 62 plf at 10.26 to 62 pit at
13.00
BC: From 7 plf at 0.00 to 7 plf at
11.67
TC: 27 lb Cone. Load at 2.12, 9.54
TC: 77 lb Conc. Load at 4.00, 7.67
TC: 75 lb Conc. Load at 5.07, 6.59
TC: 102 lb Conc. Load at 5.83
BC: 241b Conc. Load at 2.12, 9.54
BC: 31 lb Conc. Load at 4.00, 7.67
BC: 48 lb Conc. Load at 5.07, 6.59
BC: 441b Conc. Load at 5.83
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 5.07 6.59
BC 34 0.15 2.73
BC 67 2.73 8.65
BC 34 8.65 11.52
Apply puffins to any chords above or below Were
at 24" CC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
"WARNING" Please dtoroughly review the"A.1
verity design parameters and read notes on this Truss D
mnneGpr plates shell be used for the TOO to be valid. A
�-14. 1
24# 31N 4844# 3
4W3424#
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/dell L/#
VERT(LL): 0.315 M 433 36
@>ERT(CL): 0.562 M 243 24
HORZ(LL): 0.249 K - -
HORZ(TL): 0.449 K - -
Creep Factor: 2.0
Max TC CSI: 0.603
Max BC CSI: 0.986
Max Web CSI: 0.370
Wgt: 77.7 Ibs
VIEW Ver. 19.01.00A.0618.15
GENERAL TERMS and CONDITIONS
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /RW /U IRL
B 699 /- /• /- /215 /-
I 699 /- /- /• /215 /-
Wind reactions based on MWFRS
B Brg Width = 7.6 Min Req = 1.5
1 Brg Width = 7.6 Min Req = 1.5
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 35 -16 F-G 477 -1852
B - C 238 -876 G - H 259 -956
C -. D 260 -957 H - I 238 -876
D-E 474-1843 I-J 35 -16
E • F 477 -18M
Maximum Bet Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-R
687 -184
N-L
1958
-502
R-P
94 -25
G-L
209
-854
Q-D
205 -845
M-K
94
-25
Q-0
1951 -500
K-1
687
-183
O-N
1918 -487
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-R
126 -422
N-F
64
-230
R-Q
768 -2D5
M-L
11
-30
Q - P
11 -30
L - K
767
-204
E-O
79 -216
H-K
126
-421
E-N
13 -38
to..
eny9u1dinglsthe I Manuel Martinez, P.E.
a TDDend eny held #047782
d ft practices and 4620 PadNew or
,it duties & Me Truss St Cloud,R 34771
NOTihe
capitalized terms are as defined In TPp1.
, env from. IR nmMN,M Wllw,l taxes nnn m m i,Ym of A.t RM Tn¢M,
Job Truss
WRMSBM1674B2 B06
Truss Type
COMN
1ty I Ply 107/24/2019
2518
1 5'10"
12
M
in =4X4(++)C
io
-T =2x4(A1)B
11 1 y's A
NML
111.5X4
SEAT PLATE REQ.
i
�— 1'4" ---- 2'6"2
Loading Criteria (P:p
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: S Kzt: NA
Mean Height: 15.00 fl
TCDL: 4.2 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.oE
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
(++) - This plate works for both joints Covered.
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.15 2.36
BC 88 2.36 9.30
BC 30 9.30 11.52
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
5'10"
E=4X4(++) N
0
io
K J I H F=2X4(A1)
1111.5X4 1
1111.5X4 OT
SEAT PLATE RED.
11'8"
6'4"12}F 2'6"2 ^-1— 1'4" —{
Code / Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in too Udell L#1
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.230 L 593 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.424 L 321 240
B 525 /• /- /320 /132 /110
FT/RT:10(0)/10(10)
HORZ(LL): 0.229 H - -
F 525 /- /- /320 /132 /-
Plate Type(s):
HORZ(TL): 0.422 H - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
B Brg Width = 7.6 Min Root = 1.5
Max TC CSI: 0.480
F Brg Width = 7.6 Min Req = 1.5
Max BC CSI: 0.313
Bearings B & F are a rigid surface.
Max Web CSI: 0.464
Bearings B & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 50.4 Ibs
Chords Tens.Comp. Chards Tens. Comp.
VIEW Ver.. 19.01.00A.0618.15
A-B 35 0 D-E 348 -785
B-C 200 -308 E-F 211 -308
C-D 363 -785 F-G 35 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-N 111 -45 K-H 746 -211
C-M 571 .150 J-1 0 0
M-K 746 -211 I-F 111 -50
N-L 0 0 H-E 571 -143
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - N 96 -25 H -1 96 -28
D-K 159 -10
TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
In "fing by all paNes Involved.
i OMI PmlTn—,
Manuel Madlae P.E.
4047182
4620 PadNe v Dr
St Cloud, FL 34771
Job Trusts
W RMSBM 1674B2 1001
Truss Type Qty Ply 11712412019
GABL 1 1
1074 6]N` 6 , IN
B7N4 67# 8]N4 V+0]
..a�
I-371�-1 +Yev 1 3a+4 ---- i
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzb NA
Des Let: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 pest
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25)
TC: From 62 pit at-1.33.to 62 pit at 3.03
TC: From 31 pit at 3.03 to 31 pit at 16.97
TC: From fit plf at 16.97 to 62 pit at 21.33
BC: From 14 pit at 0.00 to 14 pit at 3.03
BC: From 7 pit at 3.03 to 7 pit at 16.97
BC: From 14 pit at 16.97 to 14 plf at 20.00
TC: 107111, Cone. Load at 3.03,16.97
TC: 67 lb Conc. Load at 5.06, 7.06, 9.06,10.94
12.94,14.94
BC: 1041b Conc. Load at 3.03,16.97
BC: 44 lb Conc. Load at 5.06, 7.06, 9.06,10.94
12.94,14.94
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 3.01 16.99
BC 99 0.15 19.85
Apply purilns to any chords above or below fillers
at 24" OC unless shown otherwise above.
+OW Id% MX 6f%
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defil Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.212 H 999 36i
qPERT(CL): 0.411 H 574 24i
HORZ(LL): 0.088 D - -
HORZ(TL): 0.170 D. -
Creep Factor: 2.0
Max TC CSI: 0.696
Max BC CSI: 0.981
Max Web CSI: 0.417
Wgt 134.4 lbs
VIEW Ver: 19.01.00A.0618.15
Wind loads based on MWFRS.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Loading
Truss designed to support 2-0-0 top chord outlookers and cladding load not to
exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
h*4•H
2541
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 2314 /- /- f773 1527 /329
J 2317 /- /- f773 /525 /-
Wind reactions based on MWFRS
B Brg Width = 7.6 Min Req = 2.7
J Brg Width = 7.6 Min Req = 2.7
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 75 -27 F-G 1331 -2190
B - C 1906 -4086 G - H 1244 -2252
C - D 1173 -2440 H -1 1172 -2442
D - E 1245 -2251 I - J 1905 4094
E-F 1331 -2190 J-K 75 -27
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 3585 -1512 M - L 3601 -1534
N - M 3593 -1502 L - J 3593 .1545
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-N
175 -22
F-Q
1094 -621
C - O
752 -1353
Q - R
763 -1369
C - M
248 -288
R - S
758 -1362
O - P
757 -1362
S -1
752 -1353
P-Q
763-1369
L-I
176 -17
M -1
257 -297
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
D - O 136 -213 R - G 277 -267
E-P 277 -264 S-H 136 -214
Q - M 378 -90
'Me design of Me single Truss depleted on Me TDD only, under 1-1. The design assumptions, loading wndidons, sultablllty, and use of Ws Truss for any Building Is the
the Owner, Me Owne's authorized agent or the Building Design, In the wriest of Me IRC, Me IBC, local building code and TPI-1. The approval aides TDD and any field
, Incuding handling, storage, Installation and among shall be Me responsibility of to Building Designer and Contractor. All notes set out In I TDD and the pmotices and
Building Component Safety lnformadon(BBC[) published by TPI and SBCiA ere referenced for general guidance. TPI-1 degnes Me respensibillfies and duties of Me Tmss
alty Engineer and Truss Manufatlureg unless otherwise defined by a Correct agreed upon In whting by all parties Involved. The Specialty Engineer Is NOT Me
nr A.f Rnnf Tnnx
Manuel McNne; P.E.
4047182
4620 Parl or
St Cloud, Fl. 34771
Job Iwas type Uty Fry UfU4UU18 2519
WRMSBM1674B2 I CO2Imss I COMN 2 1 1
T3
i —10' i10,
D=4X4
SEAT PLATE REQ. SEAT PLATE REG.
20'
1-1'4"-1
Loading Criteria (pap
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL' 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B KzC NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
. GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 42
got chord 2x4 SP #2
Webs 2x4 SP #3
Purling
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.15 19.85
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
It
I- 1'4`
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.039 H 999 360
Loc. R+ / R- / Rh / Rw / U / RL
B 843 /- /- /491 /209 1165
Rep Factors Used: Yes
VERT(CL): 0.074 H 999 240
FT/RT:10(0u10(10)
HORZ(LL): 0.017 H - -
F 843 /- /- 1491 1209 /-
Plate Type(s):
HORZ(TL): 0.033 H - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.5
Max TC CSI: 0.285
F Brg Width = 7.6 Min Req = 1.5
Max BC CSI: 0.854
Bearings B & F are a rigid surface.
Max Web CSI: 0.201
Bearings B & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 91.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 35 0 D-E 434 -926
B - C 523 -1253 E - F 523 -1253
C- D 433 -926 F- G 35 0
Wind
Wind loads based on MWFRS with additional C&C member design.
"WARNING" Please thoroughly review the"A-1
'ar fv design wrannetans and read notes on this Truss DI
As a
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1068 -354 H - F 1068 -385
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 226 -344 H - E 226 - 344
D-H 518 -196
. TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT`form.
leer reference sheet before use. Unless otherwise stated on the Top. only Alpine.
Englnear), Me seal on any TDD represents an esceplance of Me professional engineeda
suns does, loading conditions, suitability and use of this Truss for any Building Is the
Manuel Mariner, P.E.
a IRC; to ISO, [owl building code and TPI-1. Theapproval of Me TDD and anyfeld
#347la2
Building Designerand Contractor. All notessetoutin Me TDD andthe practices and
4620 PaANew Dr
enmdforgenealguldance. TPI.1 dogma Me res,ewsibllloes and dutissofthe Truss
St Gaud, FL 34771
upon in wrong by all pastes Involved. The Specialty Engineer Is NOT to
mlvNn nrP-1 Rnr Tn v s
e
Job Truss Truss Type Qty I Ply 07/24/2019
WRMSBM1674B2 CJi JACK 6 1 2520
12
6 F7- C
2M(A1) B T
_ C:)
to
A p
SEAT PLATE REQ.
�— 1'4" —+11 oil
Loading Criteria (ps0 Wind Criteria Code I Misc Criteria DeflfCSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in Ice L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 197 /- /- /172 169 133
BCDL: 7.00 Risk Category: ll FT/RT:10(0)/10(10) HORZ(LL):-0.000 D - - D 6 /-11 /- /15 115 /-
EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 D - - C - 03 P 129 143 /-
Des Ld: 37.00 Mean Height: 15.00 ft WAVE Creep Factor. 2.0 Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf g q B Br Width = 7.6 Min Re = 1.5
Load Duration: 1.25 BCDL: 4.2 psf Max TC CSI: 0.282 D Brg Width = 1.5 Min Req
Spacing: 24.0" MWFRS Parallel Dist: 0 to h/2 Max BC CSI: 0.036 C BrWidth = 1.5 Min Re
C&C Dist a: 3.00 ft Max Web CSI: 0.000 g q -
Bearing B is a rigid surface.
Loc. from endwall: Any Wgt: 5.61bs Bearing B requires a seal plate.
Gatio : 1.6 Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60 VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chards Tens. Comp.
Lumher
Top chord 2x4 SP #2 A - B 35 0 B - C 56 -29
Bol chord 2x4 SP #2
Maximum got Chord Forces Per Ply (Ibs)
Purlins Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use pudins B - D 0 0
to laterally brace chords as follows:
Chard Spacing(in oc) Start(ft) End(ft)
BC 10 0.15 0.97
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
ser reference sheet before use. Unless othemise stated on the T00, any Alpine
°nalneerl. the seal on env TDD rennaserds an aoceotsnca of the omfessional enainsed
the
In
upon
Manuel MaNne, P.E.
N 047182
4620 PaMUew Or
St Claud, FL 34771
Job Truss
WRMSBM1674B2 CJ1A
Truss Type Qty Ply
JACK 1 1
(17/24/2019
2521
Loading Criteria (pan
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft.
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels
or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(ft)
Be 11
0.00 0.91
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
12 6 c
p
III1.5X4g I
TA -
Fig 7' N
m
T
1113X6E D
SEAT PLATE REQ.
f -- 1'4"12.^4"4-�{
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
� 10"15 -
Defl1CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.000 B 999 361
VERT(CL): 0.000 B 999 241
HORZ(LL): 0.000 B - -
HORZ(TL): 0.000 B - -
Creep Factor. 2.0
Max TC CSI: 0.180
Max Be CSI: 0.007
Max Web CSI: 0.094
Wgt: 8.4 Ibs
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs).
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 178 /- /- 1171 181 /-
D 15 /- /- /10 /- /-
C - /-32 /- 146 160 /33
Wind reactions based on MWFRS
E Brg Width = 6.9 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 37 0 B-C 151 -59
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-E 317 -172
TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
ser reference sheet before use. Unless othenise stated on the Too. only Alpine
the
In writing by all parties Involved. The Specialty Engineer
i d A.t RW Tnjc .
Manuel Martinez, P.E.
N 047182
4620 ParkVim Or
St Gaud,R 34771
Job
WRMSBM1674B2
Truss
CJ3
Truss Type
JACK
Qty Ply
3 1
07/24/2019
2522
C
12
6
0
2M(A1) B N
1
A D
SEAT PLATE REQ.
1'4" 2-11"11
Loading Criteria lase Wind Criteria
Code I Misc Criteria
Defl/CSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): NA
Loc R+ / R- / Rh I Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 220 /- /- /167 151 /62
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.001 D - -
D 43 /- /- 131 /2 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.001 D - -
C 66 A /- 128 /29 A
Des Ld: 37.00 Mean Height: 15.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf
Max TC CSI: 0.322
B Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 lostD
Max BC CSI: 0.072
Brg Width = 1.5 Min Req = -
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 It
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: Any
Wgt: 11.2 16s
Bearing B requires a seat plate.
GCpI: 0:18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 35 0 B-C 30 -89
Tap chord 2x4 SP#2
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 34 0.15 2.97
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
on
form.
on the TDD
in the
Rmf Tn—x ,
Is the l Manuel MaNna; P.E.
ayleld I #D47182
es and 4620 ParkMew, Dr
ha Tmss sl Cioud, FL 34771
Job Truss Truss Type Oty I Ply 07/24/2019
WRMSBM1674B2 CJ3A JACK 1 1 2528
Loading Criteria(paq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA .
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration:. 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 H
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purllns
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(ft) End(ft)
BC 27 0.00 2.24
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C
12
sp
5X4B
T A iv
HB 1'11"7
1 1
71
1113X6E D
SEAT PLATE REQ.
Pl' -- 1'117
�— 1-4.12 ---
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(Ov10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design
d.M
2715
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In loc L/defl
L/#
Gravity Non -Gravity
VERT(LL): 0.000 B
999 360
Loc R+ / R- ! Rh / Rw / U / RL
VERT(CL):. 0.000 B
999 240
E 193 A P /169 776 /-
HORZ(LL):-0.000 B
- -
D 38 /- /- /23 /- !-
HORZ(TL): 0.000 B
- -
C 45 /- /- /38 /15 /53
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.197
E Brg Width = 6.9 Min Req = 1.5
Max BC CSI: 0.050
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.091
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 14.0 Ibs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 37 0 B-C 156 -52
TERMS and CONDITIONS CUSTO
mr reference sheet before use. Unka
Engineer), the seal on any TOO mpw
ump0ons, loading oanditons, sulteblli
r IRC, the IBC, local building coda aru
lullding Designer and Con"alon. All
incedforgenemiguldance. TPI-td
upon In writing by all pares Involved.
Maximum Bot Chord Forces Per Ply (Ibs)
Chards Tens.Comp.
E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 305 -178
("BUYER') ACKNOWLEDGMENT" torn.
is Truss forain, all lCing is the Manuel MarlP.E.
ipmval of the MD and ery Feld 4047182
to Too and the practices and 4620 Parl Or
rslbllites and dales oMa Tmss St Cloud, FL 34771
Engineer Is NOT to
riWwnf Ml annf Tn—
Job Truss
WRMSBM1674B2 1 CJ5
Truss Type Qry I Ply
JACK 1 3 1
07/24/2019
2524
919
SEAT PLATE REQ.
�-- 1'4" } 4'11"l1
C
Loading Criteria (psq Wind Criteria
Code I Misc Criteria
DeFl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Collection in loc Udell L##
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 288 /- /- /253 /75 /92
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.005 D - -
D 77 /- F /89 /35 /-
EXP: B Kzl: NA
Plate Type(s):
HORZ(TL): 0.008 D - -
C 128 /- /- /69 /53 1-
Des Ld: 37.00 Mean Height: 15.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL:.4.2 psf
Maz TC CSI: 0.510
B Br Width = 7.6 Min Re 1.5
q
Load Duration: 1.25 BCDL: 4.2 psf
Max BC CSI: 0.284
D Brg Width = 1.5 Min Re
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Reg
g q -
C&C Dist a: 3.00 it
Max Web CSL 9.000
Beading B is a rigid surface.
Loc. from endwall: An y
Wgt: 18.2 Ibs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Camp.
Lumber
Top chord 2x4 SP#2
A-B 35 0 B-C 57 -156
Bot chord 2x4 SP #2
Maximum got Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purtins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 4.97
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member
design.
Left bottom chord exposed to wind.
"WARNING`•
"A-1
to Building Designerand Con isGor. Ni notes set
eferenced forganeml guidance. TPI-1 defnes the
eed upon in wdOng by all par ies involved. The Six
Rnnf Thimm
ng is the Manuel Marins%I`.E.
d any field #0471B2
Bices and 4620 Parkview Or
of the Tmss St Cloud, FL 34771
Job Truss
WRMSBM1674B2 I HJ3
TWSS Type uty
HIP_ 2
ply I U//24F2U79
1
2535
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Wind Criteria
Wind Std: , ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt NA
Mean Height: 15.00It
TCDL: 4.2 psf
BCDL: 4.2 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 8
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25)
TC: From 0 pit at -1.89 to
61 plf at 0.00
TC: From 2 pit at 0.00 to
2 plf at 4.18
BC: From 2 pit at 0.00 to
2 pit at 4.18
TC: -20 lb Conc. Load at 1.38
BC: 12 lb Conc. Load at 1.38
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(ln ac) Start(ft) End(fl)
BC 48 0.15 4.18
Apply punlns to any chordsabove or below fillers
at 24" CC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
to
-20#
�- 2710
C
12 T T
4.24 2 _I
m
-2X4(A,) B iv
1 A D
SEAT PLATE REQ.
�--- 1'10"10 -{- 4'2"3
�--- 1'4"8 --�
12#
Code / Mlsc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
and
DeB/CSI Criteria
PP Deflection in loc Lldefl L/#
VERT(LL): NA
€tRT(CL): NA
HORZ(LL):-0.002 D - -
HORZ(TL): 0.003 D - -
Creep Factor. 2.0
Max TC CSI: 0.100
Max BC CSI: 0.133
Max Web CSI: 0.000
Wgt: 16.8lbs
VIEW Ver. 19.01.00A.0618.15
on
♦ Maximum Reactions (Ibs)
Gravity , Non -Gravity
LOG R+ / R- / Rh / Rw / U / RL
B 169 /- I- 1- /104 /-
D 61 /A I- /- l9 1-
C 40 /-5 /- I- /14 /-
Wind reactions based on MWFRS
B Brg Width = 10.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = - ,
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 19 -9 B-C 22 -11
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
("BUYER") ACKNOWLEDGMENT" fam.
awise staled on the TDD, any Melee
Manuel Medniu%P.E.
#0471V
4620 PadMew Dr
St Gaud, FL 34771
in
Job Truss
WRMSBM1674B2 I HR
Tress Type QPl
y
ly
HIP_ 11 I
07/24/2019
2536
T
I-r10•m
Loading Criteria (psp
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
PCP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bol chord 2x4 SP 24001--2.0E
Webs 2x4 SP #3
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac=1.25)
TC: From 61 plf at -1.89 to 61 pit at 9.84
BC: From 14 pit at 0.00 to 14 pit at 9.84
TC: -20 lb Cone. Load at 1.38
TC: 132 lb Conc. Load at 4.21
TC: 256 lb Conc. Load at 7.03
BC: 12lb Conc. Load at 1.38
BC: 86 lb Conc. Load at 4.21
BC: 155lb Conc. Load at 7.03
Purling
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
Apply pur ins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
"WARNING"
-20#1,
1321t� 256W+
Y-2710 �
SEAT PIATE RED.
9-10.1
D
F 1'4'9 i 27152-9.15--1
lNi 66# 15M
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FSC 2017 RES
PP Deflection in loc L/defl IJ#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.037 G 999 360
LOG R+ ! R- / Rh I Rw I U / RL
B 739 /• /- /- /343 /-
Rep Factors Used: Varies by Ld C
15(�RT(CL): 0.066 G 999 240
FTIRT:10(0)110(10)
HORZ(LL): 0.008 F - -
E 492 !- !- 1- /152 !-
Plate Type(s):
HORZ(TL): 0.015 F - -
D 243 /- /- 1- /103 /-
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.667
B Brg Width = 10.0 Min Req = 1.5
Max SC CSI: 0.561
E Erg Width = 1.5 Min Req = -
Max Web CSI: 0.904
D Brg Width = 1.5 Min Req = -
Bearing B Is a rigid surface.
Wgt: 44.8 lbs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 37 -17 C-D 81 -116
B - C 549 -1452
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- G 1353 -488 F- E 0 0
G - F 1338 -487
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G-C 241 -11 C-F 508 -1396
,d the Spedany Engineer reference sheet before use. Unless othervAse stated on the TDD, Only Alpine
eating (i.e. Spedalty Engineer), the seal on any TOO represents en acceptance of the pmlesslonal enignwrin
TPI-t. The design assumptlons, loading conditions, sultabllity and use of Nis Truss forany Building's the
Manus, Madiner, P.E.
sr, In the torten ofthe IRO,Me go, low[ building code and TPl-1. The approval of Mo TDD and anyfidd
p047182
,responslbllity of the Building Designer and Contrs=o Allnotesseteutlnlhe TDDandthepmdlces and
4620 PatkMea, Or
land SBCAammfemnwdforgenemlguldance. TPI-1 defines the responsibilities and dutimofthe Truss
St Gaud, FL 34771
bya Can rad agreed upon In wnsng by all parties Invsved. The Spedalty Eognwris NOT the
e as de Wed In TPl-1.
Mw W,t a-wnlan nennI Nn MA-f RmfTn
Job Truss Truss Type Qty Ply 07/24/2019
WRMSBM1674B2 I HRS I HIP 1 1 2537
T
1
son .12n' ,>3x/
c
SEeyp"7nEREO.
11--1-1191-41 FW4
1 511.12�
R' 11a_ s_`,y0.10_i
150
43a i 11"
Loading Criteria fast)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7.10
Code: FSC 2017 RES
PP Deflection in loc Udefl L1#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.000 B 999 36(
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld C
42ERT(CL): 0.001 B 999 24(
BCDL: 7.00
Risk Category: II
FT/RT:10(Oy10(10)
HORZ(LL): 0.000 B - -
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.000 B - -
Des Ld: 37.00
Mean Height: 15.00 it
WAVE
NCBCLL: 10.00
TCDL: 4.2 psf
Creep Fodor. 2
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0. 723
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.562
C&C Dist a: 3.00 ft
Max Web CSI: 0.039
Loc. from endwall: not in 4.50
Wgt: 23.8Ibs
GCpi: 0.18
VIEW Ver. 19.01.00A.0618.15
Wind Duration: 1.60
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Special Loads
-(Lumber Our.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
BC: From 2 plf at 0.00 to
2 plf at 5.98
TC: 66 lb Conc. Load at 0.35
TC: -12 lb Conc. Load at 1.29
TC: 173 lb Conc. Load at 3.17
BC: 43lb Conc. Load at 0.35
BC: 15 It, Conc. Load at 1.29
BC: 116 It, Conc. Load at 3.17
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in cc) Stad(ft) End(ft)
BC 72 0.00 5.98
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
and
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 320 /- /- /- 1141 /-
D 102 /- !- /- /12 /-
C 93 /- !- !- 142 /-
Wind reactions based on MWFRS
E Brg Width = 9.0 Min Req = 1.5
D Big Width = 1.5 Min Req = -
C Big Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E.requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 20 -9 B-C 34 -49
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 131 -207
form.
i responsibility, of rue Building Designer and CanVacle, Allrotesset
land SBCAameeferancadforgeneraiguidanre. TPI-ldefinesihe
by contend agreed upon in wolfing by all pa des involved. The Bps
a as defined In TT14.
N WllwntlwwMlnn nu�Nrtvam NF-1 RMTha[aa.
rany Buildingisme Manuel Martinez, P.E.
tee MD and any field N047182
and One pra ilces and 4620 Patki or
and duties of the Truss Si tloud,R 3/771
Job Truss
WRMSBM167482 HJB1
Truss Type
HIP
City
2
Ply
1
07/24/2019 2538
97#
�1T 0�
D
2
5.54 1%13X6(,')C
TT
T-2X4(At)B HB 19'4
N
1
1
A U.
101.5 W
1
SFATfiATE REO.
�-ra•1z-�-�
l-1'S rSiz-q
f395-�
�2'8'S�
fib#
Loading Criteria (psf) Wind Criteria
Code I Mlsc Criteria De81CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014 VERT(LL): 0.025 F
999 360 Loc R+ / R- ! Rh / Rw I U ! RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C sj�:RT(CL): 0.048 F
999 240 B 161 /- /- I- 133 P
SCOL: 7.00 Risk Category: II
FT/RTAO(0)/10(10) HORZ(LL): 0.013 G
- - E 48 /- /- /- /3 P
EXP: B Kzl: NA
Plate Type(s): HORZ(TL): 0.025 G
- - D 75 /- /- /- /17 /-
Des Ld: 37.00 Mean Height: 15.00 ft
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 sf
p
Max TC CSI: 0.334
B Brg Width = .3 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CS]; 0.096
E Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
D Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.106
Bearing B is a rigid surface.
Loc. from endwall: not In 4.50
Wgt: 19.6 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 18 -8 C-D 32 -10
Top chord 2x4 SP#2
B - C 14 -60
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 =1.251 Plate Dur.Fac =1.25)
B - H 23 -5 G - E 0 0
TC: From 0 plf at -1.42 to fit plf at -0.00
C - G 18 0 H - F 0 0
TC: From 2 plf at -0.00 to 2 plf at 4.33
BC: From 2 plf at 0.00 to 2 plf at 4.33
TC: 97lb Cone. Load at 2.69
Maximum Web Forces Per Ply (Ibs)
BC: 68 lb Cone. Load at 2.69
Webs Tens.Comp.
Plating Notes
G - H 87 -7
(++) - This plate works for both joints Covered.
Purim;
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 32 0.15 2.58
BC 23 2.58 4.33
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
ed for 0e TOO to be vand. As a Truss Deslgn Engineering (i.e. Specialty Engineer), Me seal on any TDD represents an acceptance of Me prefesslonal englneedn
of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading condltlons,suitability and use o/ this Truss forany Building is the
Manuel MaNne7 P.E.
Me Ovfines authorized agent orlhe Building Designer, In the accused ofthe IRC, Me ]Be, local building code and TP14. Theapprovalofthe TDDandeny geld
#047182
iandling,storage, Installation and bracing shall be Me responsibility ofthe Building Designer and Comndaoor. All notes seloutin MOMD and the p2tlices and
4620 PeAVIew Dr
pmponent Safety lnfoimelion(BSCI) Whistled by TPI and SBCA are referenced for general guidance. TPI-1 defines NeresponslbllWes and duties ofthe Truss
St Cloud, FL 34771
it and Truss Manufacturer, unless oNetwise defined by a Contretl agreed upon In v Nng by all pares involved. The Spedalty Englneeris NOT the
Moral Englneerofany building. AnrapitallzeduermsamasdeMetlin TPF1.
-RxmM��rlun Mllepdmmwnl.In anvlmm.IxanWbl�Mm�lwntro wiXnn rwmtiawnMM1 nrcJTnww.e.
aoo Truss
WRMSBM1674B2 J3
I suss type
EJAC
ury I Fly
8 1
2525
T3
1 r4"
SEAT PLATE REQ.
Loading Criteria (Par,
Wind Criteria
Code I Mise Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FSC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(Ou10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 15.00 it
WAVE
NCSCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0'
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
got chord 2x4 SP #2
Purllns
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(In oc) Start(fl) End(ft)
BC 34 0.15 3.00
Apply purling; to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
C
3.
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell L/#
Gravity Nan -Gravity
VERT(LL): NA
Loc R+ I R- I Rh / Rw / U / RL
B 221 /- A 1168 /51 /63
VERT(CL): NA
HORZ(LL): 0.001 D - -
D 44 /- 1- /31 /2 /-
HORZ(fL): 0.001 D - -
C 67 /- A /29 /29 A
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.322
B Brg Width = 7.6 Min Req = 1.5
Max BC CSI: 0.075
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 11.21bs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
A-B 35 0 B-C 30 -90
ing (i.e. specially Englneer), the seal on any TDD represents an scoeptenca of the
1-1. The design assump0ons, loading candi Ions, sultabllity and use of this Truss for
In Ne cenleet of the IRC, the IBC, local building code and TPI-1. The eppraval of w
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
Manuel Mal#nez, P.E.
#047182
4620 PaIIMew Or
St Claud, FL 34771
Job Truss
WRMSBM1674B2 J34
Truss Type Qty Ply
JACK 4 1
07/24/2019
2526
T
11 'L 314"
Loading Criteria (se0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: 11
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purling;
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 39 0.13 3.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code! Misc Criteria
Code: FBC 2017 RES
TPI Sld: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
"WARNING" Please
Wry design parameters and
C
DeftICSI Criteria
PP Deflection in loc Udell IN
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D -
HORZ(TL): 0.002 D - -
Creep Factor. 2.0
Max TC CSI: 0.143
Max BC CSI: 0.144
Max Web CSI: 0.000
Wgt: 12.6 Ibs
VIEW Ver, 19.01.00A.0618.15
ELLEW), GENERAL TERMS and CONDITIONS CUSTC
id the Specialty Engineer reference sheet before use. Unles
eedng (i.e. Spedady Engineer), to awl on any TOD repro:
fPl,1. The design assumptions, loading condlpons, sultablli
an in to wnten of to IRC, to IBC, local building code any
, responslbllity of to Building Designer and Conbador. All
Iend SBCAwerererencedforgenerelguldance. TPI-Id
bya Canlractagrwdupontwritingbyagpageslm ed.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh l Rw I U I RL
B 201 /• /• /177 154 163
D 51 /• /• /59 123 /-
C 83 /- /- /44 134 !-
Wind reactions based on MWFRS
B Erg Width = 3.0 Min Req = 1.5
D Erg Width = 1.5 Min Req = -
C Erg Width = 1.5 Min Req = -
Bearing B Is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 37 -74
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
nzny Buildingislhe I Manuel Madras, P.E.
to TOD and any geld k047fe2
and to pradiws and 4620 Parkallts Or
and duller of to Truss St gaud,R 34771
Is NOT to
Job Truss
WRMSBM1674B2 J3GE
Truss Type
JACK
aty Ply
1 1
07/24/2019
2527
1 r4"
SEAT PLATE REQ.
�— 27"11
D 1111.5X4
11
Loading Criteria (part Wind Criteria
Code / Mist; Criteria
DeflICS1 Criteria
♦ Maximum Reactions (Ibs), or •=PLF
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udell LN
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
D' 106 /- /- /76 113 /15
BCDL: 7.00 Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): 0.001 D - -
Wind reactions based on MWFRS
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.001 D - -
D Big Width = 31.7 Min Req = -
Mean Height: 15.00 ft
WAVE
Creep Factor. 2.0
Bearing B Is a rigid surface.
NCBCLL: 10.00 TCDL: 4.2 psf
Max TC CSI: 0.186
Bearing B requires a seat plate.
Load Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0' MWFRS Parallel Dist: It to 2h
Max BC CSI: 0.046
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.00 it
Max Web CSI: 0.038
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: not in 9.00
Wg[: 14.O Ibs
A- B 35 0 B - C 23 -53
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.Ofi18.15
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Top chord 2x4 SP #2
B - D 155 -31
Bot chord 2x4 SP #2
Webs 2x4 SP #3
"
Maximum Web Forces Per Ply (Ibs)
Purling
Webs Tens.Comp.
In lieu of structural panels or rigid ceiling use purling
C- D 89 -54
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.15 2.64
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
form.
or¢ed agent or the
Installagon and on
by a
mrmP. NLtRmfTnu—
s of Nis Truss foreny Building is rue "I Manuel Mann; P.E.
The approval of fine Teo and any field I 40471
gp71g�
t out In fine Teo and Na practkes and 4620 PadMleu, Or
a res_ponsE4tl¢s and duties Of Na TN59 yT gqWPb 34771
Job Truss
WRMSBM1674B2 J7
Truss Type
EJAC
Qty 7 11y 107/2412019
2528
1
SEAT PLATE REQ.
1r4° -1 7-
C
Loading Criteria (psp Wind Criteria
Code I Misc Criteria
DefIICBI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in Ioc L/defl L14
Gravity Non-Gravily
TCDL: 10.00 Speed: 160 mph
TPI Sid: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 361 /- /- /317 /88 /121
BCDL: 7.00 Risk Category: II
FT/RT:10(Ov10(10)
HORZ(LL): 0.015 D - -
D 111 /- /- /131 152 /-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.027 D - -
C 187 /- /- 1102 /77 /-
Mean Height: 15.00 it
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBLoad : TCDL: 4.2 psf
Max TC CSI: 0.711
B Srg Width = 7.6 Min Req = 1.5
Load Spacing:
2.Duration: 1.25 BCDL: 4.2 psf
Spacing: 24.0 ° MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.640
D Brig Width = 1.5 Min Req = -
C8CDist a: 3.00 ft
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 23.81bs
Bearing B requires a seat plate.
Wind Duration: 1.60
Gatio : 1.6
VIEW Ver. 19.Oi.00A.0618.15
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A - B 35 0 B - C 84 -140
got chord 2x4 SP #2
Maximum Bat Chord Forces Per Ply (Ibs)
Pull
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use puriins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(In oc) Stari(ft) End(ft)
BC 75 0.15 7.00
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chard exposed to wind.
Please thareughly revlew the °A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS end CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" (ome.
anmmm and mad notes on this Truss Design Drevnng (TDD) and the Sperlalty Engineer reference sheet before use. Unless othervAse stated on Me TDD, only Alpine
shall be used for file TDD to be valid. As a Trusa Design Engineedng (i.e. STadelty Engineer), the seal an any TDD represents an acceptance of the prefesslonal engineedn
the design of the single Truss depicted on the Too only, under TPI-I. The design assumptions, loading candldons, sultablllty and use of this Truss for any Bul[ding is the
Manuel Ma nu, P.E.
he Owneq Me Owners authorized agent orthe Building Designer, in the continue of the IRC, to IBC, local building=its and TPI-1. Theeppmvalofthe TDDandenyfeld
g047182
Including handling. stsage, Installation and trading shall be the responsibility ofthe Bullding Designer and Cantractor. Allnotessetautinthe TDDendthepmdcesand
4620 ParBwlew Or
Building Component Safely lMormatlon(BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofihe Truss
St Gaud, FL 34771
Ity Engineer and Truss Manufacturer, unless olhervdse defined bye Carted agreed upon in vatting by all pelves Involved. The Spetlaly Engineer is NOT to
or Truss System Engineer of any building. M capitalized lerms are es def ed in TPp1.
.I RrolTnraews-gamNivJim Mlhia hnmarO.ln am4vm. L<nmNMM w4MudtMwlnan mnniertim NM1 gMTnmw.
Job Truss
WRMSBM1674B2 I RC
Truss Type
EJAC
Oty Ply
8 1
07/24/2019
2529
SEAT PLATE REQ.
1'4' 1 2'6'2 4 4'4'6
D
Loading Criteria (peq
Wind Criteria
Code I Mist: Criteria
Deb/CSl Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7.10
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.171 F 482 360
Loc R+ / R- / Rh ! Rw / U I RL
BCLL: 0.00
Enclosure: Closed
Rep Factors, Used: Yes
VERT(CL): 0.316 F 260 240
B 361 !- /- /252 168 1121
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.081 G - -
E 96 I- /- /66 18 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.151 G - -
D 190 /- A /102 778 A
Des Ld: 37.00
Mean Height: 15.00 ft
WAVE
Creep Factor. 20.
reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf
Max TC CSI: 0.786
B
B Erg Width =1.5 Min Req = 1.5
Load Duration: 1.25
BCDL: 4.2 sf
P
E Big Width = 1.5 Min Req = -
Spacing: 24.0'
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.348
D Brg Width = 1.5 Min Req = -
C8C Dist a: 3.00 ft
Max Web CSI: 0.279
Bearing B is a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 28.0 Ibs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP#2
A-B 35 0 C-D 85 -118
Bot chord 2x4 SP#2
B-C 0 -197
Webs 2x4 SP #3
Maximum But Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp. Chords Tens. Comp.
(++) - This plate works for both joints covered.
B - H 84 -73 G - E 0 0
Pudins
C-G 81 -36 H-F 0 0
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in
oc) Start(ft) End(ft)
Webs Tens.Comp.
BC 30
BC 58
0.15 2.36
2.36 7.00
G-H 72 -34
Apply pudins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
11
'lease thoroughly revlew Me-A-1ROOF TRUSS
ors and read notes an this Truss Design Drawing p
be used for the TDo to be valid. As a Truss DesS
nign of the single Truss depicted on the TDo only,
mar, the Oumels authorized agent or the Building
ling handling, storage, installation and brads, she
as Component Safety Irdomanon(BSCI)p lyishe�
gtueer and Truss Manufacturer, uNess other Mse 1
rss Systun Engineer of any hundu,. All caplialimd I
b Tnnrwv_RnrvMl VJim MINAMfmwnl. M—f— N
TERMS and CONOmONS CUSTOMER
on
uiiding is the Manuel Madirm P.E.
)end any gold p047782
predkes and 4620 PaukVm Or
Yes of the Truss St Cloud, FL 34T71
0.
Job Truss
WRMSBM1674B2 VM02
Truss Type Qty Ply
VAL 12 I 1
07/24/2019
2530
Loading Criteria (µg
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00It
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bet chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 23 0.00 1.88
Apply pudins to any chords above or below fillers
at 24° OC unless shown otherwise above.
n
15
1'3"9
12
6
B
:2M(M T
A Do
�4 1
Code / Misc Criteria
Code: FBC 2017 RES
TPI Bid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
1'10"8 �{
Defl/CSI Criteria
PP Deflection in loc Udefl L t#
VERT(I-Q: 0.006 B 999 361
VERT(CL): 0.009 B 999 241
HORZ(LL): 0.002 B - -
HORZ(TL): 0.004 B - -
Creep Factor. 2.0
Max TC CSI: 0.059
Max BC CSI: 0.113
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver. 19.01.00A.0618.15
♦ Maximum Reactions (Ibs), or a=PLF
Gravity Non -Gravity
Loc R+ / R- I Rh / Rw / U / RL
D• 76 /- /- /40 /11 /9
Wind reactions based on MWFRS
D Big Width = 22.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 0 -21
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 73 -4
"WARNING" Please horeoghly review Me -A-1 ROOF TRUSSES(°SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER("aUYEW) ACKNOWLEDGMENT° (arm.
ariN sealant oaameters and lead notes on Nis Tense Desian Dmwina MD) and the Soerlallv Entur ear reference sheet before use. Unless othea4se stated an the Too. only Maine
d agreed upon In w I ng by all parties Involved.
in TPM.
w Mnnlu. norA-1 RWTnnu-x
Manuel Marhe4 P.E.
# D47182
4620 PaikVI.Or
St Cloud, FL 34T71
Job I mss
WRMSBM1674B2 VM04
I was Iype Ury rry ur¢41Zuia
VAL 2 1 1 2531
T8
,„ B
Loading Criteria (Port
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 15.00 it
WAVE
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 •
MWFRS Parallel Dist: 0 to hl2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpl: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
BC 40 0.00 3.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
1113X6
3'4" 1
DeflICSI Criteria
PP Deflection in Inc Udell L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.002 C -
HORZ(TL): 0.004 C - -
Creep Factor. 2.0
Max TC CSI: 0.227
Max BC CSI: 0.141
Max Web CSI: 0.075
Wgt: 14.0 Ibs
VIEW Ver. 19.01.00A.0618.15
1
♦ Maximum Reactions (Ibs), or •=PLF
C• 76 /- /• /50 117 /14
Wind reactions based on MWFRS
C Brg Width = 40.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 36 -102
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 167 -10
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 193 -86
In the
and
Rmf Tn.
iblllty, and use of this Truss for any E
and TPl-1. Theapprovalofthe TDl
All notes set out In the TDD and Die
Ing Is Fhe Manuel Mann% P.E.
d eny field M047132
cUaes and 4820 PadMew Or
of the These St Claud,R 34721
Job Truss Truss Type Oty Ply 07/24/2019
WRMSBM1674B2 I VM05 I VAL l i 1 I z53z
Loading Criteria (psp
Wind Criteria
TCLL: 20.00
Wind Sld: ASCE 7.10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzl: NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
Fasten rated sheathing to one face of this frame.
Putting
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Starl(ft) End(ft)
BC 40 0.00 3.33
Apply putting to any chords above or below fillers
at 24" OC unless shown otherwise above.
T
20
i 3'4e
Code I Misc Criteria
Code:FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
r.
DeFl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.000 C 999 361
VERT(CL): 0.000 C 999 241
HORZ(LL):-0.027 C -
HORZ(TL): 0.035 C - -
Creep Factor. 2.0
Max TC CSI: 0.218
Max BC CSI: 0.137
Max Web CSI: 0.307
Wgt: 18.2 lbs
VIEW Ver. 19.01.00X0618.15
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- I Rh 1 Rw / U / RL
D' 94 /- f- /66 /12 /13
Wind reactions based on MWFRS
D Brg Width =40.0 Min Req = -
Bearing E is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 38 -75
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 135 -23
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-E 172 .171 C-D 159 -95
the design of Me single Tmss depicted on the TDD only, under TPI-1. The design essumplions, loading conditions, suitability and use of this Tmss for any Building is the Manuel Martine; P.E.
the Queer, to Owner's authorised egentorthe Building Designer, In the canteAufthe IRC. McIBC,1=1 building coda and W1.1. The approval of Ne TDD end any0eld 4047182
inducting handling,stoege, Installabon and bracing shall be the responsibility ofthe Building Designer and Comador. All notes astautin Me TDD and Me pontouaend 45201a,01uhstir
Building Component Safety lnfannagon(BSCI( published by TPl and SBCA are referenced forgeneral guWarlre. TPI-idefines NeresponslblUb se.ddu0esof Ne Tmss St Cloud, R. 34771
ally Engineer and Truss Manufedurer, unless othenuise defined by a Conuad agreetl upon in wrtng by all parties imotved. The Spedalty Ergineeris NOTme
Job
WRMSBM1674B2
Truss Truss Type City Ply
VM06 VAL I 1 1 1
071242019
2533
Loading Criteria tps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to It
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
got chord 2x4 SP #2
Webs 2x4 SP #3
Purling
In lieu of structural panels or rigid ceiling use putting
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 40 0.00 3.33
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
T
N
1
IL- 34"
h--1,--{
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to Wind pressure. Deflection meets 1-/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
I
1
Defl/CSI Criteria
PP Deflection In loc L/defl L#1
VERT(LL): 0.000 C 999 36i
VERT(CL): 0.001 C 999 24i
HORZ(LL):-0.001 C - -
HORZ(TL): 0.001 C - -
Creep Factor. 2.0
Max TC CSI: 0.181
Max BC CSI: 0.106
Max Web CSI: 0.114
Wgt 26.6 lbs
VIEW Ver. 19.01.o0A.0618.15
k
♦ Maximum Reactions (Ibs), or a=PLF
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
D' 94 /- /- 166 /24 130
Wind reactions based on MWFRS
D Brg Width = 40.0 Min Req = -
Bearing E is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 26 0 B-C 40 -94
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 41 -43
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-E 177 -170 C-D 142 -96
B-D 240 -57
fhe responsibility of the Building Designer and Contedor. All notes set out in the MD and
TPl and SBCAarereferenond forgenerelguidance. TPI-1 defines the responsibllities on(
mbyaf nV dagreedut inngbyalmam lm wd. thespecialq EnginaerisN
Manuel Marro u% P.E.
4047182
4620Palkvlew Dr
sfClaud, FL 34771
-JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
CORNERSET GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
0
t`
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
ach Corner Jack's
(2) 16d Toe Nails
) TC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TC &
BC (Typ)
Pob ftm
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
OIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
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
THE BRACING OF THE GABLE ENDS.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES B
r 24' B.C.
2XG DIAGONAL BRACE SPACED 48'
D.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - Uld COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO I6d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - I6d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
' PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
\ BRACE AND THE TWO TRUSSES ON
\EITHER SIDE AS NOTED. TOENAIL
\ BLOCKING TO TRUSSES WITH (2) -
\ Uld NAILS AT EACH ENO. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
ENO WALL
CEILING SHEATHING
n- zu"1Plo14_gp3 =ilqu&l �l1m- al "t9:7_1IlElal�3i 7�F� yXN
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
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 SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WINO SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF Uld (131'
X 3') NAILS SPACED 6' D.C.
- FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 159
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
\ STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
\S /
.�.�.. �...iTUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
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.
.JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04
CONNECTION DETAIL
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7.98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24' O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD. 1II
FORT PIERCE, FL 34946I
772-409A010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8'
TEE -LOCK MULTIUSE CONNECTION PLATES SPACED 48'O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) BE (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASETRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
M11PDFLdm
16191v94
F¢ ,PL YR
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEYTRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
DETAIL A
P Fl2
SEE DETAIL'A'
BELOW (TYP.)
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A'.
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASETRUSSES
VALLEY TRUSS
(TYPICAL)
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4' X4.T) WOOD SCREWS
INTO EACH BASE TRUSS.
i sa WNONI0N5PAti1CM1tiR�tlN'Fft)AGIViOYYttllGtikNl'Imml'enly0e paaneaaerdtcaGndsswNi9l'mwe
be�WattmCengaFrg6eaG<, Sp8d*&qLWAL#e5WwagTWmFesals.�mo.dmapdaa,vW.7erg
'&5kgsthe mpvbg1'dh 0mft0vne(s aalomdapd®Ea BA* Os4a, khokAdRe RC, k Wfm bcalb
4 Oagaa4Ca:aatr.lJm`�amlaennemoxdma{ad�sa:dy+�drecdBia&a�gCmwraYStehaItlCs9R1
uaksa9¢r�ekLiNhyeContraleg[a1WMs�9Md WNa'errl�ed.ikS'�f6�remlEa5de5tlzi�SaL
Cmt�L1016tr1 Pmlirate-Feyr�Az(mdtismeciery6mybmyepil8'ad�Msd�pemdtmhamklkdTnsna
TRUSS CRITERIA:
GABLE END, COMMON
TRUSS, OR GIRDER TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24- O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
FOBRUARY 5, 2018 I TRUSSED VALLEY SET DETAIL
STDTL06
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
SECURE VALLEY TRUSS
W/ ONE ROW OF 10E
NAILS 6' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS ill
SYP TO THE ROOF W/ TWO USP
WS3 (1/4' X 3-) WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE =TX 0.131'=108
2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24.O.C. MAXIMUM) AND SECURE PER DETAIL
'A°
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVI UAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRI ISB
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT= 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
CATERGORY II BUILDING
EXPOSURE
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24- O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
JULY 17, 2017 1 1
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98. ASCE 7-
WIND DESIGN PER ASCE 7-10: 170 MPI
MAX MEAN ROOF HEIGHT =30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24' O.C. (BASE AND W
SUPPORTING TRUSSES DIRECTLY UNL--, —
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF Z-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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6112 (MAXIMUM
12/12 PITCH)
o�=
4
FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6' D.C.
V ER'
STUC
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDV�2�X4
#2 DIAGONAL
BRACE
(4) - 16d
NAILSI6d
NAILS
SPACED G' D.C.
(27 lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' D.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - IOd NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Eld NAILS MINIMUM,
B 3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
v
1F 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.
/
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END 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 Uld NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT 4'-0' OZ.
E. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG.
BRACE
9. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIS/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP#3/STUD
12°0.C.
3.8-10
5&11
6.6-11
11-1-13
2X4SP#31STUD
1670.C.
3.3-10
4.9-12
6-&li
9-10-15
2X4SP#31STUo
24'0.C.
2-&6
3-11-3
54-12
8-1.2
2X4SP#2
12'0.C.
34(1,15
5-6-11
6-6-11
11-8-14
2X4 SP 42
16 O.C.
3-6-11
4-9-12
6-6.11
10-8-0
2X4SP#2
24°O.C.
3-1-4
3.11-3
6-2-9
93-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TD
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH Uld NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - 10d
NAILS
TRUSSES B 24' D.C.
2X6 DIAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
•HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MNFRS.
FEBRUARY 17, 2017 r 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 90% 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
772-4DD-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
10d
6' O.C.
NOTE NAIL ALONG ENURE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X8
2X6 T-BRACE
2X6 I -BRACE
2X8
2XB T-BRACE
2XB I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
SECTION DETAILS
�FEBRUARY17,2017
LATERAL BRACING RECOMMENDATIONS I STDTLI0
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
772-409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' 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
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FDRTHE
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.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
INSERT W000 SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
\ WEB WITH (3) - 10d
NAILS (0131' X 3')
Elm\
�m
•• INN
1
1�ww�
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - IBd
TO BOTTOM CHORD NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK � (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIA)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGSACK (DO NOT
USE DRYWALL TYPE SCREWS)
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 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGSACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTLI1
v
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
BO.6
69.9
68.4
59.7
zo
.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
�i
.12B
74.2
67.9
5B.9
57.6
50.3
c�
z
0
.131
75.9
69.5
60.3
59.0
51.1
0
.14B
81.4
74.5
64.6
63.2
52.5
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS 10162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
45.00'
ANGLE MAY
VARY FROM
30' TO 60'
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30' TO 60'
45.00°
1.
FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
T72-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE -NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF-S
LO
.131
59
46
32
30
20
Z
O
J
.135
60
48
33
30
20
U7
f7
.162
72
58
39
37
25
J
2
(.D
.128
54
42
28
27
19
F-
Z
Z
OJ
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
in
J
N
Q
M
Z
.120
51
39
27
26
17
z
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
.148
57
44
31
28
20
M
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 ENO AS SHOWN.
2. THE ENO 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 (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS C177 LBS) 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
NEAR SIDE
FAR S',
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
SIDE VIEW
END VIEW
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
1.0X4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
a
4.
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTLI4
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES
(4) 12d
MAX 3011(2'-6")
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
Mww.
w,u�m
wmmftY
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A4 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34M
T72.4094010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
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
26
39
30'
2194
3291
2007
3011
1697
2546
173E
2608
32
48
36'
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
46'
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 TD EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' OZ. 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 AMIN. 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) I5 CALCULATED AS FOLLOWS: L = (2) X + C
Y
• 10d NAILS NEAR SIDE
+10d NAILS FAR SIDE
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF G' FROM ANY INTERIOR JOINT
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
ODES 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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
6. THIS REPAIR I5 LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
4FEBRUARY17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772409.1010
TRUSS CRITERIA:
LOADING: 40-10-0-ID
DURATION FACTOR: 115
SPACING: 24' D.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM M2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROVS OF 10d COMMON WIRE NAILS (148' DIA. X 39 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 SC
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 4D') SPACED 24'
D.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