HomeMy WebLinkAboutTrussOFFICE USE ONLY:
DATE FILED: 8/3/2020
REVISION FEE:
Aoo�
PERMIT # SLC.2029-0084
RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982.5652
(772)462-1553
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
LOCATION/SITE
ADDRESS:
4451 St. Lucie Blve Fort Pierce, FL 34946
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
5 of 12, Sheet 6 of 12 and sheet 7 of 12).
layout and
CONTRACTOR INFORMATION:
STATE ofFL REG./CERT. #: GC1522209
BUSINESS NAME: Proctor Construction Compa
QUALIFIERS NAME: Rick MacDonald -
ADDRESS: 2050 US 1, Suite 200
CITY: Vero Beac STATE:
PHONE (DAYTIME): 772-234-8164
OWNER/BUILDER INFORMATION:
ST. LUCIE CO CERT. #:
ZIP: 32960
FAX: 772-234-8188
NAME: A-1 Truss Supply
ADDRESS:4451 St. Lucie Blvd
CITY: Fort Pierce STATE: FL ZIP: 34946
PHONE (DAYTIME: 772-409-1010 FAX: 772-409-1015
ARCHITECT/ENGINEER INFORMATION
NAME: EDC Engineering
ADDRESS: 10250 SW Village Parkway, Suite 201
CITY: Port St. Lucie
PHONE (DAYTIME): 772-462-2455
STATE: FL
-- FAX:
LCCC:9/23/09
RX I
Revised 06/30/17
* NOTE: ALL TRUSS TO WALL AND/OR TRUSS TO
LEDGER CONNECTIONS BY BUILDER. o s
(UNLESS NOTED OTHERWISE) m d 8 —
* NOTE: ALL CEILING DROPS BELOW BEAM ARE yM ny a a '00) �> c
s BY BUILDER. (UNLESS NOTED OTHERWISE) 2 m ) w v o d m
ya `E$" o
I = NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
W v
oo
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Y
c
o tw
'TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING •Za", c
DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL "
-_ 0 L W O do .t.. C T C
it STABILITY
INDIVIDUAL TRUSS ENGINEERING DRAWINGS FORE o E 2 °0 0)Z JGRAVITY AND UPLIFT LOADS. E N o c o m
n �V^vdrna8
a L
S FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 ¢ o t `o •o
AND/OR ENGINEER OF RECORD. aa3cca,n 2
o a
d
t y 0) O c N 0
#. ._ amREPRESENTS THE LEFT SIDE W — y v
OF EACH TRUSS DRAWING E 0 mo .oc > > 2 2
C O y y G C
_IM cc a N M. C@ U W
Bo1 vw22Z6 c `y
1 (NOTE: REFER TO SIMPSON CONNECTOR 8 " w " o rna =
❑o+ CATALOG FOR INSTALLATION DETAILS) m 2 0 E o----ac 8 =1
-Froa a,
B01A
A LUS24 H HHUS46 (� - - - w " E
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Bmn LUS26 THA426 - - - 00 m a 3 >".
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1.--= B°, C HUS26 K MUS26 S- _ = M= 2
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} - em G LUS46 PaE9 m
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Bo, - ~
a HBB HANGER BY BUILDER BBB BEAM BY BUILDER ; 2 8 10 3
Bm �d .2 1d
-- Bo+ c
'-a m"c".cyS
Z LSTA12 @ TC & BC NOTE: LSTA STRAP s m R o rn
TC INDICATED TO BE USED IN co 00 G E o
Zt LSTA12 @ CONCORDANCE WITH 5 2 8 y '2'-
-
Zb 0._
B°' LSTA12 @ BC CORNERSET DETAIL. e m c F zm o c 2
B°' LOADING ROOF FLOOR WIND LOAD M E N cm E y °sm�CSol
LIVE LOAD 20 125 ASCE 7-10 Z m �: N 3 E o a)
_ °'
BmA a o
00 Q= c rn 0 2
BmA ~ V DEAD LOAD 10 10 160 C = a d & c - 7 ; o
p� LIVE LOAD 0 0 Residential CAT II m az 2 a
—Sol �0 O,N.O ..ypNL
.71 So, � m :C DEAD LOAD 10 12 Closed otm_
B02 Y
TOTAL LOAD 40 147 FBC 2017 RES ° O " y w
c N o i E 2 2 c 2 0
Q 'O N 2 U W y N w. "
? DURATION FACTOR 1.25 1.00 TPI 2014 N 2 6 d O
W E o '� "0 o W
Js REV DATE BY REMARKS 0ADD 24" CANTILEVER TOy x y
Z J3 1 06/30/202 JS EAST SIDE° 2" y 0= 2
a�-y'H02
pco w m U d
N> U 07 t N r
O _ _
zlZ dt'g o 0? o � 3" o
C
2 07/06/20 JS _
3 u d La c 2"= rn
ADD
0a ID ATTIC;❑ d C O W " _0 s , 3 07/11/20 JS 5 8
_ m�; s _ . o ,c o 0 E o. c
. y 0 y E
0 Iu
ID 0
- ova,°�mtD
e a•. d C —
_ b y o�awL
- in C F
OI_: O d O 0 O
._ dt•-�j N10 10. co..
, � It is understood that above [-]APPROVED c o ` ^� -- w 2
conditions have been reviewed & o d
Q L
are acceptable for the fabrication APPROVED AS NOTED m m 3
�; g s
at trusses, elevations, pitches, N .__ 2 ) ; ° E
overhangs, fascias,ceiling ❑ REVISE AND RESUBMIT y 0.0 ° € 0 1
y �v o
elevations/pitches, bearing 2 ` ° 2 cm, = E
conditions & all detail pertaining REJECTED 2 0 � 0 8 a
t
A
8
"
to this truss placement Ian. N � a "
p p o Sv,� "QQ
back charges will be accepted ; o o 12 Xfa_ m c w
without previous written approval DATE cc y d q, cmN
UM —
from an A-1 Roof Trusses E E C .__ o 9 o
representative. REVIEWED BY m o 2 w y o S o o
'o 'oco"Qp2oo
PLAN DATE ARCH: 01/07/2020 STRUCT: 12/30/2019 2 m
y> o U
'6 ) 0] -
CUSTOMER Al TRUSS 2 m c o y L m 0 8a
O C L L. 00 R N c0 � N
IA
8 E ma-o d E
O« ":_ y O a
JOB NAME MAINTENANCE BLDG a $ .5 a2 p � E! L
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O 01 0 y m
2,y N to c
OPTION(S) REVIEWED FOR � 8 ~ 062 C r m9 W
T�•�= yWo,e
&2 0 0„OOQZ- c ov
COMMUNITY ST. L.UCIE COUNTY H m c" Q C r
/ LOT # c 8 2 A M a° y w=
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a r o '.9 1- ..
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COUNTY v y m a aZi .y y 0 a)a y
``4`ltllr,ti, a+i^rut`Jf. BLDG. BLDG. o a c m 3 —° c"¢ O
E d m o m Q •s a)
p '�f, TYPE #. �8wc•`omLa"=
9 ' �' y -N0. 8$ 6 _ JOB # Al MB MASTER y 2 = 0 H a > ag
8 cm
LNNC EC.N Cw t0
ATE 0 €k` DRAWN SCALE w 2' E y d
"
DATE 1/9/20 oav°o�>8�2m
yn �o« 4•fij�A.C+� .......
\ is NTS Z >' m'6 N v° a y ac)
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oredar 8 Q .�
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rn= V a) c °
A VISION �E=2 8��52
f
Awl ROOFW.aDo mYmam y2
TRUSSES W t y = a9 U
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- AFLORIDA CORPORATION i m 0 c 0 0 o� =v°4
Ph 772-409-1010 / Fax 772-409-1015 D = 8 ..M.2 " n
http://www.aItruss.com G
X'cd�rn>od$vm8
A#A-1 ROOF
NTRUSSES
A FLORIDA CORPORATION
Lumber design values are in accordance with ANSIITPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
RE: Job Al MB
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information:
Fort Pierce, FL 34946
Customer Info: A-1 ROOF TRUSS Project Name:
MAINTENANCE BLDG
Lot/Block:
Model:
Address: 4451 SAINT LUCIE BLVD
Subdivision:
City:
County: 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: 40.0 psf Floor Load: 147.0 psf
This —1,-ne include- 9e h,li„idual AaleA T--e r1e-inn rtrmuinns —r! 19 AAAM-1 M —4—
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,see ron 5 of the Florida Board of Professional Engineers Rules.
.
E-9],�*/LTn •Y "•
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2589
A01
7/13/20
13
3062
FL01
7/13/20
25
2976
PB05
7113/20
2
2592
A01A
7/13/20
14
2547
HA
7/13/20
26
3219
HG5
7/13120
3
2560
A02
7/13/20
15
2522
A
7/13/20
27
STDL01
STD. DETAIL
7/13/20
4
2561
A03
7113120
16
2538
J10
7113/20
28
STDL02
STD. DETAIL
7113/20
5
2562
A04
7/13/20
17
2524
J3
7/13/20
29
STDL03
STD. DETAIL
7/13/20
6
2568
A05
7/13/20
18
2541
J5
7113/20
30
STDL04
STD. DETAIL
7h3/20
7
2564
A06
7/13120
19
2526
J7
7113120
31
STDL05
STD. DETAIL
7/13/20
8
3550
A07
7/13/20
20
2544
J9
7/13120
32
STDL06
STD. DETAIL
7/13120
9
3568
A07A
7/13/20
21
2949
PB01
7/13120
33
STDL07
STD. DETAIL
7/13/20
10
2574
B01
7/13/20
22
2954
PB02
7/13/20
34
STDL08
STD. DETAIL
7/13120
11
2577
B01A
7/13/20
23
2980
PB03
7/13/20
35
STDL09
STD. DETAIL
7/13/20
12
12586
1 B02
7/13/20
124
12983
1 PB04
7/13120
36
STDL10
STD. DETAIL
7/13/20
The buss
drawina(s) referenced
have been onwared
bvAidna
Enaineered
Products. Inc. undermvdirectsunervision
haled an I
ie namaretels
nrnvided hvA-1
RmfTmsses. Lhl.
Truss Design Engineer's Name: Rama Pranav Kristam
My license renewal date for the stale of Florida is February 28,2021.
NOTE:The seal on these drawings Indicate acceptance of professional engineering
responsm0'ity soletyforthe truss components shown.
The suhabilityand use of components forany padkularbullding Is the responsibility of the building
designer, perANSIMPM Sea 2.
TheTruss Design Dawing(s)(TDD[s]) referenced have been prepared based an the construction
comments (also referred to at times as'Structural Engineering Documental provided bythe Building
Designer Indicating the nature and charaderof the work
The design aiteriatherein have been transfened to Rama Panav Kristam PE by [Al Roof Trusses or
specific location]. TheaeTDDs (also refened to attmies as'Structual Delegated'
Engineering Docum entsl are speclaNystructual component designs and may be part of the pmject's
deferred or phased submittals. As aTnrss Design Engineer (Le, Specialty
Engineer), the seal here and on the Too represents an acceptance of professional engineering
responsibirlyforthe design of the single Truss depicted on the TDD only. The Building Designerrs
responsible forand shall coordinate and review the TDDs for
wmpat2)Mlywith thebwr tten engineering mquhaments. Please review al TDDs and a➢rebted notes
Rama Panav Kcstam, PE
4451 St Lucie Blvd. Suite 201
Fort Pierce, FL 34946
Page 1 of 2
REVISION
A-f ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job Al MB
No.
Seq #
Truss Name
Date
37
STDL11
STD. DETAIL
7I13120
38
STDL12
STD. DETAIL
7/13/20
39
STDL13
STD. DETAIL
7113I20
40
STDL14
STD. DETAIL
7/13/20
41
STDL15
STD. DETAIL
7/13/20
42
STDL16
STD. DETAIL
7/13120
Lumber design values are in accordance with ANSIIrPI 1-2014 section 6.3 y
These truss designs rely on lumber values established by others. '
Page 2 of 2
Job Truss Truss Type Ory I Ply 07/1112020
Al MB A01 HIPS 1 4
73' } 43W
=7X10 =4X6 �6X8 1112X4 =6X8 =4X6 =7X10
13' {
2589
72 o5X6 F
5�
G H I J K
L a5X6
T
SX10 =HW14E
M ';5X70
T
m
E4X6 At D
VJ7
E�!nN
=010
m
n
C
0
1
y3 A B AS
ZZ x1( yV
AA _SX6 Y=4X8 W =H0510
U S P C
AF AE ACAD
=H0510 =HO510 =5X6
TT
1
=4X10
=H0714 =4X6(Al)
S�, PLATE REO.
P
SEAT PLATE REQ.
SEW
i _�
8-1- 9' -{
51'4'{-26--{
69'4"
i-- 11'1"12
11'1"12 --{
Loading Criteria (ps0
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/defl L#f
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
VERT(LL): -0.880 1873 384
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.760 1 436 394
AF 7995 /- /- 1- 14644 I-
BCDL: 10.00
Risk Category: ll
FT/RT:10(0v10(10)
HORZ(LL):-0.274 R - -
R 7995 1- I- /- 14644 /-
Des Ld: 40.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.536 R - -
Wind reactions based on MWFRS
Mean Height: 28.00It
WAVE, HS
Creep
AF Br Width = 8.0 Min Re 1.7
9 q =
NCBCLL: 10.00
TCDL: 5.0 psf
CSI:.2A
Max TC CSI: 0.327
R Width = Min Re. = 1.7
Load Duration: 1.25
°
5.0 psf
BCDMWFRS
Max BC CSI: 0. 588
ing
Bearings AF & R are a rigid surface.
are
24.0
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
Bearings AF & R require a seat plate.
C&C Dist a: 6.93 fl
Max Web CSI: 0.690
90
Loc. froml: not in 9.00
Maximum Top Chord Farces Per Ply (Ibs)
Wgt: 1904.0Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpl: pi: 0.10.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A -B 15 -12 I-J 4515 .8331
Lumber
Purling
B-C 198 -478 J-K 4515 -8331
Top chord 2x6 SP 2400f-2.OE
In lieu of structural panels or rigid ceiling use purling, to brace all
[ C @ c,�y92 17 K-
25492
Bot chord 2x6 SP 240Of-2.OE
all BC @ 60" Do.
2861
M 2861 -5047
Webs 2x4 SP #3 :Wt
2x8 SP 24001-1.8E:
E - F 2861 -5047
M - N 492
:W32x4 SP M-30:
Wind
F-G 4012-7359 N-O 3171 -5517
.W7 2x4 SP #2:
Wind loads and reactions
based on MWFRS.
G - H 4515 -8331 O - P 1-478
H-I 4515 -8331 P-O 15 15 -12
Nailnote
Lett and right cantilevers are exposed to wind
Nail Schedule:0.131"x3", min. nails
Additional Notes Maximum Bat Chord Forces Per Ply (Ibs)
Top Chord: 1 Raw @12.00" o.c.
Chord..Tens.Comp.
..Tens.Comp.
Chords
Tens. Comp.
Bot Chord: 1 Row @ 8,50" o.c.
WARNING: Furnish a copy of this DWG to the Installation conVectol. _ to
Webs : 1 Row @ 4" o.c.
follow provisions of BCSI in handling and installation oftmsses dBnA€sull In4iMou805
X - W
7389 -40W
Repeat nailing as each layer is applied. Use equal
Injuries. Do not permit Inexperienced and uninstructed people toAffAgLryWssq;4 See43
W - V
4686 -2655
spacing between rows and stagger nails in each row
"WARNING" note below. BCSI recommends retaining a registerWCppgess -2908
V - U
4686 -2655
to avoid splitting.
engineer for the design of temporary bracing. AB -AA 4686 -2655
U - S
5066 -2908
In addition apply (1) 112" bolt or 0.22"-0.25" mirdmax dia.
X 6.0" AA-Z 4686 -2655
T- R
84 -43
length wood screw at each joint location.
Z - Y 7389 -4029
R - P
487 -205
(1) 112" bolts may be used for
(2) 0.131"x3", min. nails on
Y - X 7389 -4029
Either The Top or Bottom Chords.
Maximum Web Forces Per Ply (Ibs)
Special Loads
P
Webs
Tens.Comp.
Webs
Tens.
Comp.
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25)
C -AE
1120 -1833
X- K
1018
.518
TC: From 62 plf at -2.50 to 62 pit at 11.15
TC: From 31 plf at .1to 31 plf at .
C -AC
4755 -2781
K - W
239
-416
58
TC: From 62 plf at 58.199 71
to 62 plf at 71.83 83
AE-AC
2fi3 -75
W - L
28SO
-1447
BC: From 20 plf at 0.00 to 20 pH at 11.15
AC -AD
31 -28
L - U
777
-481
BC: From 10 plf at 11.15 to 10 plf at 58.19
AC- E
490 -299
U - M
288
-432
BC: From 20 plf at 58.19 to 20 plf at 69.33
E -AB
288 -432
M - S
490
-299
BC: 1280 lb Conic. Load at 11.15,58.19
F -AB
777 -481
S -T
31
.28
BC: 408 lb Conic. Load at 13.06,15.06,17.06,19.06
F-Z
2860-1447
S-R
263
-75
21.06,23.06,25.06,27.06,29.06,31.06,33.06,34.67
Z-G
239 -416
S-0
4755
-2781
36.27,38.27,40.27,42.27,44.27,46.27,48.27,50.27
62.27,54.27,56.27
G-X
1018 -518
R-0
1120
-1883
I-X
70 -87
Plating Notes
All plates are 3X6 except as noted.
--WARNING" Please thonoughlyreviewthe Wl ROOF TRUSSES("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER-)ACKNOWLEDGMENT-form.
Verify design parameters and read notes on this Truss Design DraArg (TDD) and the Spedalty Engineer referenes shoat before use. Unless othermse eased! on Ne TDD, only Npine
mnneGorplates shall be used for 0e TDD W be valid. Asa Tmss Design Encinee m /l.e. Sp alN Enalneer). n o seal on am TDD mnresenN an av nm nm of Ma nmfxasinnal nnninwnnn
and duties
s NOT the
Job
A1MB
Truss Truss Type Oty Ply 07/11/2020
A01A HIPS I I4
12
5
T (7
�5X12 -HO?
;+ =4X6(A1) 05X6
C D
InBW
1� A
AF A B1
-_010
SEAT PLAT
i 11'1"12
=7X10 =4X6as6X8 1112X4 =6X8 =4X6 =7X10
F T3 G H I T3 J K T4 L
AB AA �4X8 Y�4X8 W =HOStO U
ACAD =-HO510 iaH0510 =4X8
2592
r
13'
e5x6
Z`r5X12
,N es4X10
=H07B 14 7 R 4X6(Al)
SEAT PLATE REQ.
65'4° 2-1
2', Y'.2', 2', 2'. Z. 2'. 2'. 2' 174742'. 2'. 2'. 2'. 2'. Z. Z
11'1"12--{
N
a
0
1
Loading Criteria Mao
Wind Criteria
Code I Misc Criteria
DeflICSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L#1
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Sld: 2014
VERT(LL): 0.978 1 786 384
Loc R+ / R- / Rh / Rw / U ! RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.958 1 392 384
AF 8542 /- /- /- 14644 /-
BCDL: 10.00
Risk Category: II
FT/RT:10(0)l10(10)
HORZ(LL): 0.301 R - -
R 8542 (- A 1- /4644 /-
Des Ld: 40.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.604 R - -
Wind reactions based on MWFRS
Mean Height: 28.00 it
WAVE, HS
Creep Factor. 2.0
AF Big Width = 8.0 Min Req = 2.5
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.526
R
R Big Width = 8.0 MinReq = 2.5
Load Duration: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.671
Bearings AF & R are a rigid surface.
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
Bearings AF & R require a seat plate.
C&C Dist a: 6.93 ft
Max Web CSI: 0.764
Loc. from endwalnot in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 1904.0 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 15 -12 -J 4514 -8916
Lumber
Purllns
B-C 123 -384 J-K 4514 -8916
Top chord 2x6 SP #2 :T3, T4 2x6 SP 2400f-2.OE:
In lieu of structural panels or rig id ceiling p use puffins tins to brace all C 1 1 -5944 K - L 4013 -79112
@ L
Bot chord 2x6 SP 24001-2.0E :B1 2x6 SP #2:
all BC @ 60" oc.
�!"95929 - M 2862 -5468
Webs 2x4 SP #3 :W 1 2x8 SP 2400f-1.8E:
E - F 2862 -5468 M - N 3166 -5925
:W32x4 SP M-30:
Wind
F-G 4013-7982 N-O 3181 -5944
:W7, W9 2x4 SP #2:
Wind loads and reactions based on MWFRS.
H 4514-8916 O-P 124
H - 4514 -8916 P - O -312
Nailnote
Lett and ngnt cantilevers are exposed to wind
Nall Schedule:0.131"x3", min. nails
Additional Notes Maximum Bat Chord Forces Per
Ply (Ibs)
Top Chord: 1 Row @12.00" o.c.
Chords Tens.Comp.
Chords
Tens. Comp.
Bot Chord: 1 Row @ 7.75" o.c.
WARNING: Furnish a copy of this DWG to the Installation contlactan. Failnte to
Webs : 1 Row @ 4" o.c.
follow provisions of BCSI in handling and installation of trusses
X - W
8011 -4030
Repeat nailing as each layer is applied. Use equal
injuries. Do not permit inexperienced and uninstructed people tojptAbWsslil£ See50
W - V
5069 -2651
spacing between rows and stagger nails in each row
'WARNING" note below. BCSI recommends retaining a registerWJ)Aess§M -2925
V - U
5069 -2651
to avoid splitting.
engineer for the design of temporary bracing. AB -AA 5069 -2651
U - S
5473 .2926
In addition apply (1) 1/2" bolt or 0.22"-0.25" min/max dla.
X 6.0" AA- Z 5069 -2651
T - R
105 -50
length wood screw at each joint location.
Z-Y 8011 -4031
R-P
392 -129
(1)1/2' bolts may be used for
Y - X 8011 -4031
(2) 0.131"x3", min. nails on
Either The Top or Bottom Chords.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac. 1.25)
TC: From 62 plf at -2.50 to 62 plf at 11.15
TC: From 31 plf at 11.15 to 31 plf at 58.19
TC: From 62 plf at 58.19 to 62 plf at 71.83
BC: From 20 plf at 0.00 to 20 plf at 11.15
BC: From 10 plf at 11.15 to 10 plf at 58.19
BC: From 20 plf at 58.19 to 20 plf at 69.33
BC: 1280lb Conc. Load at 11.15,58.19
BC: 408lb Conc. Load at 13.06,15.06.17.06,23.06
25.06,27.06,29.06,31.06,33.06,34.67,36.27,38.27
40.27,42.27,44.27,46.27,52.27,54.27,56.27
BC: 681 lb Conc. Load at 19.06.21.06,48.27,60.27
Plating Notes
All plates are 3X6 except as noted.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-AE
1118-2013
X-K
978
-517
C -AC
5266 -2871
K - W
240
-400
AE-AC
132 -10
W-L
3116
-1451
AC -AD
25 -19
L - U
862
-491
AC-E
479 -292
U-M
312
-461
E-AB
312 -460
M-S
479
-292
F-AB
862 -491
S-T
25
-19
F-Z
3117-1452
S-R
133
-10
Z - G
240 -400
S - O
5266
-2871
G-X
977 -517
R-0
1118
-2013
I-X
69 -89
ing Q.a. Speolaxy Engineer), Me seal on any MD represents an acceptance of Me p
1-1. The design assumptions, loading condWons, suitability and use of this Truss fore
In Me sonleat of Me IRG Me IBC. local bulldho code and WI-1: The aoMoval of the
Job Truss Truss Type Oty Ply 07/11/2020 2560
A1MB A02 I HIPS 12 I 1
�1
m
1
15,
12
5(7 v5
=4X6t5X74 =HO
A1)
C (a
BW
Y 33 A
AF A BI ACAD
=6X10
39'4'
=7X10 =4X6 1113X4 =5X8 =7X10
=5X8 =4X6
F T3 G H Is J K T3 L
Is,
I\I
'
i=IMI"
�i'
AS AA Z Y-4XB
�H0510 =5X6 =H0510
Loading Criteria(ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
SCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category. ll
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 6.93 ft
Loc. from endwall: not in 17.01
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP #2 :T3, T4 2x6 SP 2400f-2.OE:
Bot chord 2x6 SP 2400f-2.0E :B1 2x6 SP #2:
Webs 2x4 SP #3:W1 2x8 SP 2400f-1.8E:
:W3 2x4 SP M-30:
: W4, W7 2x4 SP #2:
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, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 3X6 except as noted.
Purlins
In lieu of structural panels or rigid calling use pudins to brace all flat TC @ 24" oc,
all BC @ 60" oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Additional Notes
WARNING: Fumish a copy of this DWG to the installation contractor. Failure to
follow provislons of BCSI in handling and installation of trusses can result in serious
Injuries. Do not permit Inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
and read
W V U
=5X6 �H0510
K6
�sX14
=600
S P
77 D
=H0714 B7
m4X6(A1)
SEAT PLATP REQ.
65'4' -1
69'4'
T
1
Defl1CSl Criteria
♦Maximum Reactions (Ibs)
PP Deflection in too Udefl LN
Gravity Nan -Gravity
VERT(LL): 0.846 1 908 384
Loc R+ / R- I Rh / RW / U I RL
VERT(CL): 1.710 1 449 384
AF 2988 /- 1- 11955 11484 1350
HORZ(LL): 0.303 R - -
R 2988 I- 1- 11955 11484 1-
HORZ(TL): 0.619 R - -
Wind reactions based on MWFRS
Creep Factor. 2.0
AF Brg Width = 8.0 Min Req = 3.5
Max TC CSI: 0.781
R Brg Width = 8.0 Min Req = 3.5
Max BC CSI: 0.704
Bearings AF & R are a rigid surface.
Max Web CSI: 0.975
Bearings AF & R require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 485.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0616.15
A-B 58 0 1-1 5468 -8679
B • C 645 -1121 J - K 5468 -8679
C - D 4277 -7079 K - L 5006 -7860
D - E 4286 -6978 L- M 3759 -59M
E - F 3740 -5958 M - N 4327 -6978
F - G 4989 -7860 N - O 4318 -7079
G - H 5468 -8679 O - P 634 -1119
H -1 5468 -8679 P - O 58 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AE
1224 -662
X - W
7919 -4521
AE-AD
135 -71
W-V
5463 -3058
AC -AB
6476-3680
V-U
5463 -305B
AB -AA
5463-2984
U-S
6476 -3775
AA-Z
5463-2984
T-R
135 -74
Z-Y
7919-4447
R-P
1222 -652
Y-X
7919 -4447
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C -AE
1853 -2643
X - K
885 -553
C -AC
6452 -4193
K - W
890 -1008
AE-AC
1277 -474
W-L
2707 -1766
AC -AD
88 0
L - U
576 -156
AC- E
576 -136
U - M
763 -1080
E -AB
741 -1080
M - S
576 -153
F -AB
577 -149
S - T
88 0
F - Z
2707 -1766
S - R
1353 -716
Z - G
890 -1008
S - O
6452 -4152
G-X
885 -553
R-0
1840 -2643
I-X
551 -577
CUSTOMER (-BUYER-)ACKNOW4EDGMEN form.
e. Unless o1b.Wse slated on the MD. onN Alain.
by a Contract agreed upon in wring by all par
a es darned N TPI4.
Job Truss Tmss Type City Ply 07/11/2020 2561
Al MB I A03 HIPS 2 1
6
I - 17'
)
354'
} 17'
.7X8 =5X8
=5X8
�7X8
12 Ps 3X6
F G H
I J K
L
X6
�SX6
5 ��5X6
T
(
(a)
N soH0714
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X(HO714=H0714
A1=40 a)
nn
6(A7)
osfi (C
Bw
P
AA Z V
X W V
U S
39 A
1m
p
AEA B1 ABAC
=4X70=H0510
=H0710�H0510�4X10
aM
B7
HTT14
6X40(") 1113X6
1113X6
SEAT PLATE REQ.
SEAT PLATE REQ.
65'4'
i -{
6—{— 9' -}
514-
-}- 9' 6—{
69'4"
Loading Criteria (ps0 Wind Criteria
Code I Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
TOLL: 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): 0.751 1 999 384
Loc R+ ! R- / Rh / Rw / U I RL
BOLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.518 1 506 3S4
AE 2988 !- /- /1974 11482 1385
BCDL: 10.00 Risk Category: 11
FTIRT:10(0)/10(10)
HORZ(LL): 0.308 R - -
R 2988 I- !- 11974 /1482 1-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.629 R - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 28.00 It
WAVE, HS
Creep Factor. 20.
AE Br Width = 8.0 Min Re 3.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TO CSI: 0.765
=
R Brg Width = 8.0 Min Re 3.5
9
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.618
Bearings AE & R are rigid surface. .
Spacing: 24.0' MWFRS Parallel Dist: h/2 to h
i
Bearings AE 8 R require a seat plate.
C&C Dist a: 6.93 ft
Max Web CSI: 0.948
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from not In 17.00
ft
Wgt: 485.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18.18
i:
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 58 0 1-1 4507 -7081
Lumber
B-C 645 -1137 J-K 4507 -7081
C - D 4291 -7130 K - L 3478 -5235
Top chord 2x6 SP #2
D - E
-7003
-5703 L - M
Bot chord 2x6 SP 2400f-2.0E :Bi 2x6 SP #2:
3573 4340
E - F 3573 -5703 M - N 4340 -7004
Webs 2x4 SP #3 :W1 2x8 SP 2400f-1.8E:
032x4 SP M-30:
F-G 3463-5235 N-O 4336 -7130
:W42x4 SP #2:
G-H 4493-7081 O-P 633 -1135
H -1 4493 -7081 P - Q 58 0
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 except as noted.
('•) 2 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purims to brace all flat TC @ 24" oc,
all BC @ 60' oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Additional Notes
WARNING: Furnish a copy of this DWG to the Installation contractor. Failure to
fallow provisions of SCSI in handling and installation of trusses can result in serious
Injuries. Do not permit Inexperienced and uninstructed people to install trusses. See
'WARNING' note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AD
1242 -663
X - W
7349 -4160
AD -AC
135 -75
W-V
6B29 -3863
AB -AA
6532-3704
V-U
6829 -3863
AA-Z
6829-3792
U-S
6532 -3797
Z-Y
6829 -3792
T-R
135 -77
Y-X
7349-4160
R-P
1240 -651
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp
C-AD
1B31 -2633
I-W
402 -398
C -AB
6534 -4244
W - K
635 -179
AD -AB
1296 -483
K-U
1343 -1922
AB -AC
89 0
U - L
1571 -745
AB- E
584 -114
U - M
960 -1387
E -AA
936 -1387
M - S
583 -130
F-AA
1571 -739
S-T
89 0
AA- G
1343 -1922
S - R
1372 -721
G - Y
635 -179
S - O
6535 -4203
Y-1
402 -397
R-0
1817 -2632
rOMER('BUYER°)ACKNOW DGMENP form.
id. no SoodalN Enoineer Is NOT Ire
Job Truss Truss Type Qty Ply 07/11/2020
A1M6 A04 I HIPS 12 I 1 I 25e2
T
n
T
c 8X8
31'4'
1113X4 =6X8 =4X6
F G H
=8X8
19,
Iwo
p
-
gH0714
=4X6(Al)
(H071
C (a
MEN
BW
a> A
ACA B1
ZAA
_7X8(")
SEAT. PLATE REQ.
6' 1 9,
Loading Criteria (ps11
Wind Criteria
TCLL: 20.00
Wind Sld: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: ll
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 °
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 6.93 It
Loc. from endwall: not In 17.0(
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP #2
But chord 2x6 SP 2400f-2.OE :B1 2x6 SP #2:
Webs 2x4 SP #3:W1 2x6 SP #2:
:W3 2x4 SP M-30:
:W4 2x4 SP #2:
:Lt Splice Block 2x4 SP 03:
:Rt Splice Block 2x4 SP #3:
Y=7X6
=4X6
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 3X6 except as noted.
(++) - This plate works for both joints covered.
(")1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
W V U T_46
=4X10=HO510 �4X6 =7X6
Puriins
In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc,
all BC @ 60° oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
follow provisions of BCSI in handling and installation of trusses can result In serious
Injuries. Do not permit Inexperienced and uninstructed people to install trusses. See
'WARNING'note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
n vlew the'A-1 ROOF
and
„ =H1319 ++)
= X6(Al)
�i MW1
O" N
pp O
=H0714 Bi
SEAT PLATF REQ.
65'4' 2-1
T
rn
T
DeB/CSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in foe Udefl L/# Gravity Non -Gravity
VERT(LL): 0.676 G
999 385 Loc R+ I R- / Rh I Rw / U I RL
VERT(CL): 1.366 G
564 385 AC 2987 A /- /1990 M481 /420
HORZ(LL): 0.291 P
- - P 2987 A /- 11990 /1481 /-
HORZ(TL): 0.595 P
- - Wind reactions based on MWFRS
Creep Factor. 2.0
AC Big Width = 8.0 Min Req = 3.5
Max TC CSI: 0.925
P Brg Width = 8.0 Min Req = 3.5
Max BC CSI: 0.487
Bearings AC & P are a rigid surface.
Max Web CSI: 0.971
Bearings AC & P require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 495.6 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15 A-B 58 0 H-1 4120 -6335
B•C 63B-1129 I-J 4123 -6320
C - D 4373 -7289 J - K 3489 -5500
D - E 3440 -5538 K - L 3454 -5538
E - F 3475 -5500 L - M 4414 -72B9
F-G 4120-6336 M-N 625 -1126
G- H 4120 -6335 N- O 58 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AB
1236 -658
V - U
6347 -3508
AB -AA
136 -84
U-T
5017 -2754
Z-Y
6690-3781
T-S
5017 -2754
Y-X
6018-2685
S-Q
6690 -3875
X- W
5018 -2685
R- P
136 -86
W - V
6347 -3508
P - N
1234 -645
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-AB
1810-2621
I-U
668 -631
C - Z
6687 -4342
U - J
1565 -1061
AB- Z
1297 -465
S - L
1148 -1714
Z -AA
90 0
J - S
691 -126
Z-D
633 -112
L-Q
634 -129
D-Y
1123-1713
Q-R
91 0
F - Y
696 -123
Q - P
1372 -705
F - W
1577 -1073
Q - M
6686 -4300
W-1
162 -161
P-M
1797 -2621
G-W
645 -617
ACKNOWLEDGMENrfaen.
Job Truss Truss Type Qty, Ply 07/11/2020
Al MB A05 HIPS 2 1 zssa
r
21' -}- 2T4- 21' i
%7X8(R)
1113X4 �5X8
�4X6
107X8(R)
H
I J
K
L
12
5 p 1111.5X4
T
G
M 1111.5X4
T
Ti E F
(a)
(a) (
(
(
N
O
m
1114X4('°)
=4X6(A1)
w
9a)P
C (a 4
QT7
B
a ) R
a7 A
AA
yy
Z =H0510
X
W
U
S
T
A1114XI( ABAC
=7X8
=4X8
=4X6
=7X8
yy
=
=4X6(Ai)
-10X1� 1113X6
103X6
113X6
=10X74
_�H7319
SpA PLATE REQ.
{
BEAT PLAT1F REG.
654°
1 -{
F6—{-9. {
51'4°
26'
r
694'
Loading Criteria fw0 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 loc L/defl LH!
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.616 1 999 384
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 1.182 1 650 384
AE 3161 !- !- /2005 /1479 /455
BCDL: 10.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.324 T - -
T 3170 /- /- 12005 /1479 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(TL): 0.626 T - -
Wind reactions based on MWFRS
Mean Height: 28.00 ft
WAVE, HS
Creep Factor: 2.0
AE Br Width = 8.0 Min Re 2.6
9 q
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.761
T Brg Width = 8.0 Min Req = 2.6
Load Duration: 1.25 BCDL: 5.0 psf
"
Max SC CSI: 0.430
Bearings AE & T are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h/2 to h
Bearings AE & T require a seat plate.
C8C Dist a: 6.93 ft
Max Web CSI: 0.966
Loc. from endwall: not in 17.00 ft
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 508.21bs
Chords Tens.Comp. Chords Tens. Comp.
GCpI: 0.18
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 58 0 J-K 3703 -6155
Lumber
B-C 717-1316 K-L 3707 -6177
Top chord SP i!2 :Ti 2x6 SP 2400f-2.OE:
C - D 736 -1304 L - M 3340 -5671
chord 2x6 SP
x6
D - E 4238 -7862 M - N 4429 -7914
WeBat
W1 2x2.OE
Webs 2x4 SP2x :Wt 2x8 SP 2400f-1.8E:
E - F 4366 -7928 N - O 4412 -7955
:W3, W4, WS 2x4 SP $2:
F-G 4384-7887 O-P 4282 -7889
G - H 3327 -5648 P - Q 739 -1304
Bracing
H-I 3703-6155 Q-R 720 -1316
(a) Continuous lateral restraint equally spaced on member.
1-1 3703 -6155 R - S 58 0
Plating Notes
Maximum But Chord Forces Per Ply (Ibs)
All plates are 5X6 except as noted.
Chords
Tens.Comp.
Chords
Tens. Camp.
(•') 2 plate(s) require special positioning. Refer to scaled plate plot details for
B -AD
1425 -722
Y-X
6198 -3034
special positioning requirements.
AD -AC
140 -90
X - W
5169 -2497
Loading
AB -AA
5918-3056
W-U
59Q -3131
AA-Z
5148-2429
V-T
140 -93
Truss passed check for 20 psf additional bottom chord live load in areas with
Z - Y
6198 -3034
T - R
1426 -727
42"-high x 24°-wide clearance
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc,
Webs
Tens.Comp.
Webs
Tens. Comp.
all BC@60"oc.
C-AD
252 -393
K-X
613
-541
AD-D
3050-48M
X-L
1322
-839
Wind
AD -AB
3316-1425
L-W
858
-332
Wind loads based on MWFRS with additional C&C member design.
D -AB
39M -2283
W - M
795
-966
Left and right cantilevers are exposed to wind
E -AB
302 -263
M - U
1712
-740
AB -AC
95 0
U - V
95
0
Additional Notes
AB-G
1708 -710
U-O
302
-263
WARNING: Furnish a copy of this DWG to the installation contractor. Failure to
G -AA
787 -966
U - P
4001
-22%
follow provisions of BCSI in handling and installation of trusses can result In serious
H -AA
865 -330
U -T
3329
-1497
Injuries. Do not permit inexperienced and uninstructed people to install trusses. See
H -Z
1314 -848
P -T
3026
4848
"WARNING' note below. BCSI recommends retaining a registered professional
I - Z
584 -556
T - Q
255
-394
engineer for the design of temporary bracing.
Z-K
187 -186
0e Too
In
All caPlteil fi, tiara as dencd In TPI-1.
u Fwvfmm Iv nmNN,M nNMi, Mv.uUwn..n.miv°im N<ACM Tn�avm
Job Truss Truss Type
Al MB A06 HIPS
Qty
2
Ply 07/11/2020
1
zssa
f 23' {
234' —
-( 23'
-{
.7X8
�4X6 �5XB =4X6
=7X8
G
H I J
K
T 5 p -5X6 F
-5X6
T
E
(a)
M
kL
H0714 D (a)
N
�H0714 0
4X6(AI1-H071 a)
(a=4X6(Al)ZZ
O
B W=4X8
t P
1 33 A
Y=--4X6
yya
W �7X6 U S14=
Q
AFA B1 ACAD m7X6
=7X8
=4X8 77
=H0714
B1
=7X8(°')
=7X8(••)
SEAT PLATE REO.
SEAT PIA7JE REQ.
F
65'4°
{
6_+_ 9'
51'4°
'1
9' T6LI
69'4°
Loading Criteria (psq Wind Criteria Code I Misc Criteria
DegICSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc
Udell Ulf Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.548 X
999 385 LOG R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 1.107 X
696 385 AF 2987 /- /-
12014 /1477 1489
BCDL: 10.00 Risk Category. II FT/RT:10(0)/10(10)
HORZ(LL): 0.263 R
- - R 2987 /- /-
12014 /1477 /-
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00
HORZ(TL): 0.538 R
- - Wind reactions based on MWFRS
Mean Height: 28.00 It WAVE, HS
Creep Factor: 20.
AF Big Width = 8.0
Min Req = 3.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.727
R 8.are
Min Req = 3.5
Load Duration: 1.25 BCDL: 5.0 psf
°
Max BC CSI: 0.455
ing AF &=
Bearings AF & R are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 4/2 to h
Bearings AF & R require
a seat plate.
C&C Dist a: 6.93 It
Max Web CSI: 0.954
Loc. from not in 17.00 ft
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 516.6 lbs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18 .18
I:
Wind Duration: 1.60
VIEW Ver. 19.01.00A.0618.15
A-B 58 0
I-J 3380 -5102
Lumber
B-C 627-1118
J-K 3090 -4495
C - D 4135 -7222
K - L 3211 -4928
Top chord 2x6 SP #2
D - E 3585 -5845
L - M 3626 -5807
Bol chord 2x6 SP 2400f-2.OE :B1 2x6 SP #2:
E - F 3608 -5807
M - N 3603 -5845
Webs 2x4 SP #3 :Wt 2x6 SP #2:
: W3 2x4 SP M-30:
F - G 3200 -4928
N - O 4177 -7222
:W42x4 SP #2:
G-H 3080-4495
O-P Bit -1115
:Lt Splice Black 2x4 SP #3:
H -1 3380 -5102
P - Q 58 0
:Lt Splice Block 2x4 SP 93:
:Rt Splice Block 2x4 SP #3:
Maximum Sot Chord Forces Per Ply (Ibs)
Bracing
Chards Tens.Comp.
Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B -AE 1223 -644
X - W W51 -2678
AE-AD 135 -70
W-V 5315 -29M
Plating Notes
AC -AB 6617 -3543
V - U 5315 -2950
All plates are 3X6 except as noted.
AB -AA 5315 -2878
U - S 6617 -3637
(••) 2 plate(s) require special positioning. Refer to scaled plate plot details for
AA-Z 5315 -2878
T - R 135 -72
special positioning requirements.
Z-Y 5051 -2651
R-P 1220 -629
Y - X 5051 .2651
Purlins
In lieu of structural panels or rigid ceiling use pudins to brace all flat TC Q 24" oc,
all BC Q 60" oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
Additional Notes
WARNING: Furnish a Copy of this DWG to the installation Contractor. Failure to
follow provisions of BCSI In handling and installation of trusses Can result in serious
Injuries. Do not permit Inexperienced and uninstructed people to install trusses. See
"WARNING" note below. BCSI recommends retaining a registered professional
engineer for the design of temporary bracing.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-AE
1605 -2636
X-J
295 -94
C -AC
6576 -4182
J - W
660 - 829
AE-AC
1274 -456
W - K
1412 -718
AC -AD
89 0
W - L
769 -1050
AC- D
638 -139
L - U
523 -114
D -AB
694 -1348
U - N
717 -1348
AB-F
523 -111
N-S
638 -155
F- Z
762 -1050
S- T
89 0
G-Z
1412 -717
S-R
1349 -691
Z - H
660 -829
8-0
6576 -4141
H-X
295 -95
R-0
1792 -2636
S CUSTOMER ("BUYER') ACKNOWLEDGMENT roan.
use. Unless otherMse stateE w the TOO, only Npine
Ne Too
in Me
All tapllalized teams ere es darned In TPM.
oslNloes end dudes of ft Truss
Engineer is NOT Itle
Job Truss Truss Type Qry Ply 07/13/2020
Al MB A07 COMN 16 1 asso
25' -}- 19'4' -{ 25'
t17X8(R)
�4X8 f12X4-6X8=4X8 1117X8(R
H
1112X41 s 1 J K L 1112%4
M� Xfi(R)
TAJ=5X6(R
5 17
G
W10
N
T
W10 (a)AM AP (a)AS
in
25X6E F
o g3X6
(a)
(a)=7X8(..)(e
=7%6(••)IIIpX4= 6x81112x41112XI
( O\P 5%6 �H731$
A =H0714
o
a)
AKAL AN AO AO AR (a)AT AU
a
75
oH1319D
1114XB
a)W8
a)a
a y IIS--4
(••)
=4XII(Ai) -H1014 B2
AF AE AD AC AB AA Z Y
X B2 V
-4);6(A7)
At pGAH
=7X8 =fiXfi =4X8 =110710 -4X8=6X6=7X8
W
11
U
=10X14 103X6
1113X6
=8X14
SEAT PLATE REQ.
SEAT PLAJ2� RED.
654'
{
51.4-
6--{
6B'4'
Loading Criteria (ps6 Wind Criteria
Code / Misc Criteria DeflICSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Bid; ASCE 7-10
Code: FBC 2017 RES PP Deflection In Ioc Udell L#1
Gravity
Non -Gravity
TCOL: 10.00 Speed: 160 mph
TPI Sid: 2014 VERT(LL): 0.818 J 944 386
LOG R+ / R- / Rh
l Rw l U I RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C stRT(CL): 1.366 J 565 386
AX 3747 /- /-
12028 11482 1524
BCDL: 10.00 Risk Category: ll
FT/RT:10(0)/10(10) HORZ(LL): 0.391 U - -
U 3712 !- /-
/2013 11469 /-
EXP: C Kzt: NA
Plate Type(s): HORZ(TL): 0.653 U - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 28.00 ft
WAVE, HS Creep Factor: 2.0
AX Brg Width = 8.0
Min Req = 3.1
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.951
U Brg Width = 8.0
Min Req = 3.1
Load Duration: 1.25 BCDL: 5.0 psf
Max BC CSI: 0.597
Bearings AX & U are rigid
surface.
Spacing: 24.0' MWFRS Parallel Dist: h/2 to h
Bearings AX 8 U require a seat plate.
C&C Dist a: 6.93 it
Max
Max Web CSI: 0.993
Top Chord Forces Per Ply (Ibs)
dwa
Lac. from enwalnot in 17.00
ft Wgt: 626.6 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEWVer. 19.01.00A.Ofi18.15
A-B 58 0
K-L 4726 -8113
Lumber
Additional Notes
B-C 730 -1331
L-M 2921 -6427
Top chord 2x6 SP 240of--2.OE :T5 2x6 SP #2:
WARNING: Furnish a copy of this DWG to the installation con Cto DFailu 7 .1319
M - N 3074 -7091
-rE �f)-g618
N-O 3613 -7902
Bot chord 2x6 SP 2400f-2.OE :B2 2x8 SP
2400f-1.8E:
follow provisions of BCSI in handling and installation of trussesn Cesult 1�1ogs.,1
injuries. Do not permit Inexperienced and uninsiruct people to illl W S747R�83
O P ,,,586 7940
Webs 2x4 SP #3:W1 2x8 SP 2400f-1.8E:
"WARNING" note below. BCSI recommends retaining a registerG
9 fess�76
P Q 428g 8606
289 9606
:W2, W3, W8, W10, W11, W19, W202x4 SP#2:
engineer for the design of temporary bracing.
H -7083
Q- R
:W4, W5, W21 2x4 SP M-30:
H - I 2910 -6414
R-S 565 -992
1-1 4726-8113
S-T 58 0
Bracing
J - K 4726 -8113
(a) Continuous lateral restraint equally spaced on member
Special Loads
-(Lumber Dur.Fac =1.25
/ Plate Dur.Fac =1.25)
TC: From 62 pit at
-2.50 to
62 pit at
71.83
BC: From 20 plf at
0.00 to
20 plf at
69.33
PUB: From 80 pit at
25.29 to
80 plf at
32.28
PUB: From 80 pit at
32.28 to
80 plf at
44.04
Plating Notes
All plates are 4X6 except as noted.
(") 3 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purling
In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc,
all BC @ 60" Go.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left and right cantilevers are exposed to wind
"WARNING" Please Naroughly review McW1 ROOF TRUSSES("SELLERI, GENERAL TERMS and
'edy design parameters and read notes on Nis Tmss Design Dooming (FDD) and Me specialty Engineer reference s
onnecter plates shall W used far the TDD to be valid- As a Truss Design Engineering (I.e. Specialty Engineer), Me
ssponsibllity for Me design of the single Truss depicted on the TDD only, under TPI4. The design assumptions, load
ssponsibiliy of Me O nor, the Owners autfna i ed agent or Me Building Designer, In Me oonte d of Me IRC, Me IBC,
use
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AI
1441 -734
AB -AA
7050 -1795
AI-AH
229 -97
AA-Z
5487 -2181
AG -Ale
9087-3713
Z-Y
4274 -2433
AF-AE
4055 -2274
Y-X
4274 -2433
AE-AD
4055-2274
X-V
8901 -3748
AD -AC
5308 -2049
W - U
280 -125
AC -AB
6998 -1738
U - S
2281 -1197
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-AI
247 -456
J-AP
312
-285
AI-D
29M-5775
AP-L
478
-571
AI -AG
3571 -1317
AP -AS
1219
-1298
D-AG
5361 -2489
AQ-AB
17
-226
AG-AH
103 0
AQ-AR
393
-778
AG-E
934 -222
AR -AA
309
-625
E-AF
935 -2006
AR -AT
864
-771
Ale-G
413 -177
L-AS
12
-11
AF-AK
3124 -993
L-AV
1431
-1344
G-AK
817-1008
AA -AU
1150
-206
H-AJ
2179 -663
AS -AV
1219
-1298
AJ-AK
1847 -303
AT -AA
24
-239
AJ-1
1427 -1341
AT -AU
864
-771
All cePlMllud I
J in wv fmn Is
Truss Truss Type Qty Ply 07/13/2020 3550
A07 COMN 116 1
"WARNING^ PI...
AJ-AM
1206 -1287
AU-Z
209 -1444
AK -AD
945 -78
AU-AW
2322 -1116
AK -AL
2547 -954
Z-AW
907 -78
AD -AL
198 -1502
AV-AW
1851 -305
AL -AC
1220 -199
AV-M
2184 -666
AL -AN
754 -653
AW-N
881 -1092
1-AM
12 -11
AW-X
30M -918
1-AP
492 -583
N-X
458 -149
AC -AO
294 -699
X - P
849 -1705
AM -AP
1205 -1286
P - V
723 -165
AN -AC
16 -231
V-W
144 -3
AN -AO
754 -653
V-Q
4786 -2208
AO -AB
474 -303
V - U
3903 -1557
AO-AQ
392 -778
Q-U
2781 -5394
AB -AR
464 -308
U-R
155 -256
Ne
wnn—w en Pm(I.—
Job Truss Truss Type Qty Ply 07/13/2020 3568
A1MB A07A COMN 2 1
j- 25'
2
S D
aT 5X8(•3X10G
c E
�H0714D
S6X10C 4
-G =4X�(A7)a =_H1014 B2
-C AK AIAJ
1115X8(")a5X14 1113X6
SPLATE REO.
�- 12'3'
3004
P 19'4' -{ 25' -1
%7X8(R) a4X8 112X4a6%8=4X8 97X8(R
A I__SX6 R J 1112x4 K L M 1112X4 N= 6(R)
T2 T
H O W12 (a) AP a6X10 (a)AV W22 O
(a) (e) h a6X10('•) (a is 0
a •• 1112X4_ 1112X4 AZ QkSX6 _
AN AO a AO AR A a AW AX =H0714 .-
e a W10 R35X141114X70(")
Safi%i6
AH AG AF AE AD AC AS AA Z B2 X Ta4X�(A1)
-7X8 =fiX6 �4%8 aH0710 a4X6 -6 _fiX10 y
111 W6
SEAT PLATE REG.
65'4'
694'
5T1'
Loading Criteria (Ps0 Wind Criteria
Code / Misc Criteria Defl/CSI 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 Sid: 2014 VERT(LL): 0.818 K 949 388 Loc R+ / R- / Rh
/ RW / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: No VERT(CL): 1.420 K 546 388 AL 3984 J. 1-
/2271 11476 /524
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10) HORZ(LL): 0.366 V - -
V 3776 /- /-
/2063 /1476 /-
EXP: C Kzt: NA
Plate Type(s): HORZ(TL): 0.635 V - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 28.00 it
WAVE, HS
Creep Factor: 20.
AL Br Width = 8.0
Min Re 3.3
NCBCLL: 10.00 TCDL: 5.0 psf
Maz TC CSI: 0.923
V Erg Width = 8.0
r9
Min Re 4.5
Load Duration: 1.25 BCDL: 5.0 sf
P
Max BC CSI: 0.995
Bearings AL & V are rigid surface. .
Spacing: 24.0 ° MWFRS Parallel Dist: hY2 to h
i
Bearings AL & V require a seal plate.
C8C Dist a: 6.93 ft
Max Web CSI: 0.995
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 17.00
ft Wgt: 627.2 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 19.Oi.00A.0618.15
A-B 58 0
K-L 4756 -8312
Lumber
Additional Notes
B - C 752 -1319
L- M 4766 -8312
CD 1687 -4124
M - N 2944 -6605
Top chord 2x6 SP 2400f-2.OE :T2 2x6 SP #2:
(•°•) 20 gage metal shim required between chord ends to distrib
e lal f A224
N - O 3103 -7325
Bot chord 2x6 SP 2400f-2DE :B2 2x8 SP
joint.
E • F 4610-11170
O - P 3642 -8079
2400f-1.8E:
:B4 2x6 SP #2:
The maximum horizontal reaction is 524#
F - G 4616-11129
P - Q 3615 .8117
Webs 2x4 SP #3:Wl 2x8 SP 2400f-1.8E:
WARNING: Furnish a copy of this DWG to the installation contralSteiHFailu8623 -8408
Q - R 4368 -9903
:W2, W5, W6, W10, W12, W13, W21 2x4 SP #2:
follow provisions of BCSI in handling and installation of trusses can result i0193rie9331
R - S 1680 -3838
:W4, W22 2x4 SP M-30:
injuries. Do not permit inexperienced and uninstructed people
toliarAall bump( S@%g
S - T 756 -1310
'WARNING" note below. BOSI recommends retaining a registerectlKofessi" .8312
T - U 58 0
Bracing
engineer for the design of temporary bracing.
(a) Continuous lateral restraint equally spaced on member.
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
B -AL 1444 -760
AD -AC 7181 -19N
TC: From 62 plf at -2.50 to 62 plf at 71.83
AL -AK 1240 -376
AC -AB 5416 -2316
BC: From 20 plf at 0.00 to 20 plf at 69.33
AK-AJ 156 -78
AB -AA 4139 -248B
PLB: From 80 plf at 25.29 to 80 plf at 32.28
AI-AH 8853 -3357
AA-Z 4139 -2488
PLB: From 80 plf at 32.28 to 80 pit at 44.04
AH-AG 4674 -2370
Z - X 9124 -3799
BC: 300 lb Conc. Load at 12.25
AG-AF 4673 .2370
Y- W 177 -81
AF-AE 5647 -2130
W - V 1245 -613
Plating Notes
AE-AD 7343 -1799
V - T 1430 -763
All plates are 4X6 except as noted.
(") 4 plate(s) require special positioning. Refer to scaled plate plot details for
Maximum Web Forces
Per Ply (Ibs)
special positioning requirements.
Webs Tens.Comp.
Webs Tens. Comp.
Purlins
AL-C 2030-3777
AD -AU 630 -315
In lieu ofstructural panels or rigid ceiling use pudins to
brace all flat TC @ 24" cc,
C -AK 3758 .1999
AS- M 491 -574
all BC @ 60" oc.
AK- D 1437 -3362
AS -AV 1178 -1277
AK -AI 3993 -1399
AT -AD 17 -227
Wind
D-AI 6439-2506
AT -AU 393 -784
Wind loads based on MWFRS with additional C&C member design.
E -Al 177 -61
AU -AC 308 -742
Left and right cantilevers are exposed to wind
AI-AJ 86 -10
AU-AW 982 -790
AI-G 2115 -742
M-AV 12 .11
G -AH 615 -1408
M -AY 1435 -1348
AH-H 858 -236
AC-AX 1262 -276
AH-AN 3063.1063
AV -AY 1178 -1277
H-AN 834-1351
AW-AC 25 -243
'•WARNING" Please thoroughly raNm the 'A-1 ROOF TRUSSES('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER('BUYER) ACxNOWLEDGMENP farm
Job
AlMB
I NSS
B01
I was I ype
EJAC
Uly I Vly Ulf I-nLULU
42 1
2574
1
Loading Criteria (p rI
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 28.00 It
TCDL: 5.0 psf
BCDL: 5.0 lost
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpI: 0.18
Wind Duration: 1.60
SEAT RAZE REd
—r'j
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0y10(10)
Plate Type(s):
WAVE
Top chord 2x6 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP #2:
Webs 2x4 SP #3:W1 2x6 SP #2:
Hangers I Ties
(J) Hanger Support Required, by others
Purlins
In lieu of rigid ceiling use purlins to brace BC Q 60" oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
"WARNING- Please
�edfy design parameters and
1
Deb/CSI Criteria
♦ Maximum Reactions (Ibs)
PP DeOeclion in loc Udell L/#
Gravity Non -Gravity
VERT(LL): -0.204 H 627 240
Loc R+ / R- / Rh / Rw / U / RL
J 845 /- /- /660 1394 1319
VERT(CL): 0.471 H 271 180
HORZ(LL):-0.140 E - -
G 408 /- /- /217 1209 /-
HORZ(TL): 0.302 E - -
Wind reactions based on MWFRS
Creep Factor: 2.0
J Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.467
G Brg Width = - Min Req = -
Max BC CSI: 0.267
Bearing J is a rigid surface.
Max Web CSI: 0.299
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 67.2 lbs
Chords Tens.Comp. Chords Tens. Camp.
VIEW Ver. 19.01.00A0618.15
A-B 55 0 D-E 6 -192
B-C 80 -398 E-F 134 -163
C-D 0 -230
TERMS and CONDITIONS CUSTOMER
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Camp.
B-J 449 -65 H-G 0 0
J -1 22 -20
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-J 737 -689 H-1 112 -3
E-H 185 0 F-G 378 -348
In wignp by all pelves involved.
Job
A1MB
Loading Criteria (psi)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 °
Truss
B01A
Wind Criteria
Wind Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category. II
EXP: C Kzt: NA
Mean Height: 28.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to It
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60 -
Lumber
Top chord 2x6 SP 2400f-2.0E :T2 2x6 SP #2:
Bot chord 2x4 SP #2 :132 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2 2x4 SP M-30:
Special Loads
—(Lumber Dur.Fac. 1.25I Plate Dur.Fac. 1.25)
TC: From 62 plf at -2.50 to 62 plf at 13.00
BC: From 20 plf at 0.00 to 20 plf at 13.00
BC: 300 lb Conc. Load at 12.06
Hangers I Ties
(J) Hanger Support Required, by others
Purlins
In lieu of rigid ceiling use During to brace SC @ 60" oc.
Truss Type
EJAC
Qty Ply 07/11/2020
4 1
F
i
c
J
2577
12M11 114
3004'
Code / Miss Criteria
Defl/CS1 Criteria
♦ Maximum Reactions (Ibs)
Code: FSC 2017 RES
PP Deflection In loc Udell L#t
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.095 J 294 240
Loc R+ / R- / Rh l Rw I U / RL
Rep Factors Used: No
VERT(CL): 0.174 H 737 180
J 871 /- /- 7703 /680 1319
FT/RT:10(0)/10(10)
HORZ(LL):-0.058 G - -
G 681 /- 1- /473 /209 /-
Plate Type(s):
HORZ(TL): 0.143 G - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
J Brg Width = 8.0 Min Req = 1.6
Max TC CSI: 0.480
G Erg Width =- Min Req = -
Max BC CSI: 0.526
Bearing J is a rigid surface.
Max Web CSI: 0.621
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 77.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
AIB 55 -62 D-E 104 -300
B - C 73 -465 E - F 263 -520
C - D 226 -407
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 499 -136 H-G 12 -15
J -1 267 -195
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
The maximum horizontal reaction Is 442#
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - J 760 -697 H - F 596 -429
E-H 349 -248 F-G 378 -387
H-1 104 -23
s thoroughly review the -A-1 ROOF TRUSSES (°SELLER°), GENERALTERMS and CONDITONS CUSTOMER ('BUYER') ACKNOwLEDGMENr roan.
id mad notes on this Truss Design Drewing (TDD) and the Spedalty, Engineer reference sheet before use. Unless othenuse slated on the TOD. only Alpine
ed for the TDD to be valid. As a Trvu Design Engineering as. spedalty, Engineer), the seal on any TDD represents an acceptance of the pmfessional enowarl
of Ne single Truss depided on the Too only. under TPI-1. The design assumptions, loading cond'Nons, suitability and use of this Truss for any Building Is the
the Owners authorized agent orthe Building Designer, In the context of the IRC, the IBC. Jowl building onto and TPI-1. The approval of the TDD and anygeid
Job
Al MB
Truss Truss Type City Ply
B02 JACK 4 1
07/11/2020
2586
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Sparing: 24.0"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 28.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psi
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not In 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP 2400f-2.OE :T2 2x6 SP #2:
Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.OE:
Webs 2x4 SP #3 :W 1 2x6 SP #2:
02 2x6 SP 2400f-2.OE:
Special Loads
—(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at -2.50 to 62 pit at 13.00
BC: From 20 plf at 0.00 to 20 pit at 13.00
BC: 1062 Ib Conc. Load at 11.10
Hangers I Ties
(J) Hanger Support Required, by others
eFAT MIEPEO.
I--Y�11
1-1'1m4-i
IN"
Code I Misc Criteria
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udell L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.169 J 165 240
Loc R+ / R- / Rh / Rw / U / RL
J 1035 /- /- 1- 1904 /-
Rep Factors Used: Vedas by Ld C
16PERT(CL): 0.189 J 147 180
FT/RT:10(Ov10(10)
HORZ(LL): 0.079 C - -
G 1280 /- /0 /- /1176 /0
Plate Type(s):
HORZ(TL): 0.088 C - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
J Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.572
G Big Width = - Min Req = -
Max BC CSI: 0.756
Bearing J is a rigid surface.
Bearing J requires a seal plate.
Max Web CSI: 0.424
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 80.5 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEWVer. 19.01.00A.0618.15
A-B 55 -63 D-E 37 -38
B-C 368 -528 E-F 12 -12
C-D 581 -710
Purlins
In lieu of structural panels or rigid ceiling use pudins to brace all flat TIC @ 24" oc,
all BC @ 60" oc.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 594 -451 H-G 882 -679
J -1 532 -379
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C-J
878 -833
D-G
761 -994
H-1
118 0
F-G
220 -224
H - D
560 -422
ACKNOw EDGMENPform.
ie BuildIng Designerand Contractor. All notes sel out In the TDD and the pre
fenanoadforgeneralguldanm. TPN tlaRrea Ne responvbTdas endtlWes
ed upon in wddng by all parties lnv Ned. The Spedalry Engineer is NOT the
1.
wnia�uu bl.l Rm(Thnm
Truss
Job
A1MB
Truss Truss Type Qty Ply 07/11/2020
FL01 SY42 I14 1 3062
�o
=3X4
�8x12
A B
AB
AA Z
III1.5X3
=7X10
4"8
Loading Criteria fp30
Wind Criteria
TCLL: 125.00
Wind Std: NA
TCDL: 10.00
Speed: NA mph
BCLL: 0.00
Enclosure: NA
BCDL: 12.00
Category: NA
EXP: NA Kzt: NA
Des Ld: 147.00
Mean Height: NA ft
NCBCLL: 0.00
TCDL: NA psf
Load Duration: 1.00
BCDL: NA psf
Spacing: 24.0"
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 :T3 4x2 SP 2400f-2.OE
:T4 4x2 SP #2:
got chord 4x2 SP M-30
Webs 4x2 SP #3 :W 1, W2, W5 4x2 SP 42:
:Lt Bearing Leg 4x2 SP #3:
At Bearing Leg 4x2 SP #3:
Plating Notes
All plates are 3X6 except as noted
16'9"12
--4X8 U12X4 =3X3 �5X8
C D E F
30'
=5X70
112X4 W=3X6 MX6(R) =5X8 1112X4 =3X3=7XIO
G H I J K L M N O
"�,}��'m�I
i�
In
Illr�,l�
Y X W V iU T
=3X10 �4X6 W=H0308 =5X8=6X6
=5X12
17'
Code I Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(OU10(10)
Plate Type(s):
WAVE, HS
Loading
Truss checked for 200# live and 0# dead movable load along Top Chord,
non -concurrent vrith any other live loads.
Purlins
In lieu of rigid ceiling use puriins to brace BC @ 60" oc.
Additional Notes
+ 2x6 continuous strongback.
Truss must be installed as shown with top chord up.
reWew Me •A-1 ROOF
TERMS
30'
Deb/CSI Criteria
PP Deflection in loc L/dell Lf#
VERT(LL): 0.328 D 618 481
4�RT(CL): 0.405 D 501 361
HORZ(LL): 0.126 B - -
HORZ(TL): 0.154 B - -
Creep Factor. 2.0
Max TC CSI: 0.819
Max BC CSI: 0.782
Max Web CSI: 0.998
Wgt: 193.2 Ibs
VIEW Ver. 19.01.00A.0618.15
4"8
13,
♦ Maximum Reactions (Ibs)
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw / U / RL
AS 2231 /• /-
/- /- /-
U 5253 !- 1-
l- I• l-
P 1717 /-103 /-/-
AS Brg Width =3.0
Min Req =3.0
U Brg Width = 8.0
Min Req = 2.7
P Brg Width = 3.0
Min Req = 3.0
Bearings AS, U. & P are
a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 0-1829
H-1 630 -1005
B- C 0 -1808
1-1 3326 0
C-D 0-4390
J-K 2157 0
D- E 0 -4390
K- L 838 -2589
E- F 0 -4194
L- M 838 •2589
F - G 630 -1006
M - N 103 -1342
G - H 630 -1006
N - O 103 -1364
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
AA-Z
85 0
V-U
0 -3126
Z-Y
3559 0
U-T
0 -2197
Y- X
4246 0
T- S
1727 -1469
X- W
3056 -212
S - R
2430 -433
W-V
3056 -212
R-Q
63 -4
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
A -AB
0 -982
I-U
0 -3013
A-Z
2814 0
U-J
0 -2517
AB -A
0-1339
J-T
1697 0
AB -AA
0 -14
T-K
0 -2707
B-Z
0 -771
K-S
1589 0
Z-C
0-2196
L-S
0 -648
C-Y
1042 0
S-M
200 -508
D-Y
0 -653
M-R
413 -1364
Y-E
330 -77
R-N
0 -726
E- X
0 -886
R- O
2097 -159
X-F
1590 0
P-Q
0 -8
F-V
0-2728
P-O
46 -758
G-V
0 -705
O-P
60 -1026
V -1
42D4 0
M.
Job Truss
A1MB HC5'
T
CO
�o
Truss Type Oty Ply 07/11/2020
3219
SPEC 40 1
f l �
12
3.54
B
Loading Criteria (,0
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 150 mph
TPI Sid: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category. ll
FT1RT:10(Ov10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 40.00
Mean Height: 28.00 ft
NCBCLL: 0.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psi
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
Top chord 2x4 SP 42
Bot chord
Purlins
In lieu of rigid ceiling use puriins to brace BC @ 60' oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Shim all supports to solid bearing.
^WARNING^
219115
Deg/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl LJ#
Gravity Non -Gravity
VERT(LL): 0.000 - - 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.000 - - 180
A 113 /- 1- 160 158 157
HORZ(LL):-0.000 B - -
B 113 /- 1- /61 777 /-
HORZ(TL): 0.000 B - -
Wind reactions based on MWFRS
Creep Factor: 2.0
A Brg Width = 1.5
Max TC CSI: 0.282
B Brg Width = 1.5
Max BC CSI: 0.000
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.000
Chords Tens.Comp.
Wgt: 4.2lbs A-B 32 -76
VIEW Ver. 19.01.00A.0618.15
bye
aor. All notes set
TPI-1 defines the
Job
Al MB
Truss
HA 1
Truss Type
MONO
Qty
4 11y I 07111Y2020
2547
158M i15f4--nr 5�T5'1521 574
15'8T
srwrrureaan
'�zaa-�-1Tae�
.2310
Loading Criteria t on
Wind Criteria
Code I Misc Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Varies by Ld
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Des Ld: 40.00
Mean Height: 28.00 R
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 If
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP 2400f-2.OE :T2 2x6 SP #2:
Bat chord 2x4 SP 2400f-2.0E 32 2x6 SP #2:
Webs 2x4 SP #3 :Wi 2x6 SP #2:
:W5 2x4 SP M-30:
Special Loads
-(Lumber Dur.Fac =1.251 Plate Dur.Fac=1.25)
TC: From 61 pIf at -3.41 to
61 plf at 1.46
TC: From 30 plf at 1.46 to
30 plf at 9.94
TC: From 61 plf at 9.94 to
61 plf at 15.55
BC: From 10 plf at 0.00 to
10 pif at 9.94
BC: From 20 pIf at 9.94 to
20 plf at 15.55
TC: 378 lb Conc. Load at 1.46
TC: -536 Ito Conc. Load at 4.29
TC: -65 lb Conc. Load at 7.12
TC: 157lb Conc. Load at 9.94
BC: 82 lb Conc. Load at 1.46
SC: -231 lb Conc. Load at 4.29
BC: 17 lb Conc. Load at 7.12
BC: 1191b Conc. Load at 9.94
BC: 455 lb Conc. Load at 12.76
Hangers / Ties
(J) Hanger Support Required, by others
Purlins
In lieu of rigid ceiling use pudins to brace BC @ 60" oc.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
"WARNING'
TPI
and
1-T,s--I
r zirl.
A 4W
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection In loc Udefl L/#
Gravity Non -Gravity
VERT(LL): -0.197 1 748 240
Loc R+ I R- / Rh / Rw / U / RL
L 808 /- /- /- 15154 1-
,�15RT(CL): 0.157 1 939 180
H0RZ(LL):-0.184 H - -
H 739 I- /0 !- 1839 /0
HORZ(TL): 0.187 H - -
Wind reactions based on MWFRS
Creep Factor: 2.0
L Brg Width = 11.3 Min Req = 1.5
Max TC CSI: 0.589
H Brg Width = - Min Req = -
Max BC CSI: 0.706
Bearing L is a rigid surface.
Max Web CSI: 0.949
Bearing L requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wg1: 102.2 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.15
A -B 55 -64 D-E 961 -301
B-C 1995 -2960 E-F 668 -518
C-D 1415 -318 F-G 40 -47
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2597 -1859 K - J 294 -1041
L - K 1972 -1754 I - H 627 -784
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
L-C 4333 -870 J-1 164 -262
C - K 1668 -3077 I - F 386 -483
K - E 761 -451 F - H 974 -778
E-J 619 -131 G-H 176 -151
WSTOMER ('BUYER°) ACKNOWLEDGMENT farm.
D. Unless othorcdse stated an the TOD, only Alpine
J represents an acceptance of the professional engineed
suitability and use of Nis Truss forany Building Is Me
sxIi TPl-i. Theepanselof Ale TDDandenyfieid
tor. All notes set out in the Too and no pootims and
TPI.1 defines to responsibilities and duffles of the Tmss
111 RxJ1--
Job Truss Truss Type Ury Ply U11111202U
Al MB J 1 JACK 8 1 2522
T
6"3
Loading Criteria Ipe9
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00 it
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 6.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpl: 0.18
Wind Duration: 1.60
12 C
5 =2 4(A1l
i 2r6"
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
Lumber
Top chord 2x6 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of rigid ceiling use pudlns to brace BC @ 60" Do.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
The maximum horizontal reaction is 683#
""' BEARING ANALOG MODIFIEDI •••••
[3 /
1
Deft/CSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in loc Udefl L#t
Gravity Non -Gravity
VERT(LL): 0.000 - - 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.000 - - 180
D 41 /- /683 /34 /32 /821
HORZ(LL): 0.000 - - -
C 189 /- /683 /152 /176 (/15
HORZ(TL): 0.000 - - -
Wind reactions based on MWFRS
Creep Factor. 2.0
D Brg Width = 1.5
Max TC CSI: 0.601
C Big Width = 1.5
Max BC CSI: 0.223
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.000
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 9.8 lbs
A-B 55 0 B-C 700 -2598
VIEW Ver. 19.01.00A.0618.15
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 29M -684
IER CBU W) ACKNOWLEDGMENT' farm.
oNenxise slalel an the MD. onW Koine
TDD only, under TPI-1
e BuDding Designer in
Job
Al MB
Truss
J10
Truss Type
JACK
City
11y 07/11/2020
2538
Loading Criteria lrsq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0'
Wind Criteria
Wind Sld: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzb NA
Mean Height: 28.00It
TCDL: 5.0 psf
BCDL: 5.0 psi
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpI: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x6 SP 240Gf-2.OE
Bot chord 2x4 SP #2
Webs 2x4 SP #3:W1 2x6 SP #2:
Hangers I Ties
(J) Hanger Support Required, by others
Purlins
In lieu of rigid ceiling use pudins to brace BC @ 60" oc.
PLATE REQ.
11'1"
4
Code / Mlsc Criteria
Def11CSl Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection In too Udell L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.135 1 206 240
Loc R+ / R- / Rh / Rw / U / RL
1 782 /- /- 1629 1485 1439
Rep Factors Used: Yes
VERT(CL): 0.152 1 184 180
FT/RT:10(Op10(10)
HORZ(LL):-0.079 D - -
F 323 /- /- /171 /289 !-
Plate Type(s):
HORZ(IL): 0.105 D - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
1 Brg Width = 8.0 Min Req = 1.5
Max TCCSI: 0.427
F Brg Width= - Min Req=-
Max BC CSI: 0.451
Bearing I is a rigid surface.
Max Web CSI: 0.195
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 62.3 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.15
A-B 55 0 C-D 13 -191
B-C 81 -368 D-E 88 -112
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-I 411 -62 G-F 18 -17
I-H 29 -21
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
C-1 760 .619 G-H 109 0
D- G 137 0 E- F 305 -270
Na Too
In Ue
Job Truss Truss Type Qty Ply 07/11/2020
Al MB J3 I JACK 8 1 2524
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0"
Top chord 2x6 SP #2
got chord 2x4 SP #2
Webs 2x4 SP #3
12 1113X10C
5 p
2X4(A1
B HB e
1
A 1113X6(") E
F
SEAT PLATE REQ.
�— 2'
i 2'6" 2'3"8 1 8"8 1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 28.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCD: 0.18
Wind Duration: 1.60
f - 3' -{
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Plating Notes
Plates extending outside the truss perimeter shall be positioned within the tolerance
specified on the plate placement polygon only, without use of TPI 1-2007 section
3.7.2.2 alternate positioning. Steel extending above the top chord or below the
bottom chord may be trimmed or folded along the outer edge of that chord. Steel
extending elsewhere beyond outermost truss members may be folded.
("")1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Putting;
In lieu of rigid ceiling use purlins to brace BC @ 60" oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of-732# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
DeflICSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.099 F 277 24(
VERT(CL): 0.127 F 215 18(
HORZ(LL): 0.047 D - -
HORZ(TL): 0.060 D - -
Creep Factor: 2.0
Max TC CSI: 0.710
Max BC CSI: 0.732
Max Web CSI: 0.624
Wgt: 18.21bs
VIEW Ver: 19.01.00A.0618.15
fi
♦ Maximum Reactions (Ibs)
Gravity Nan -Gravity
Loc R+ 1 R- / Rh / Rw / U / RL
F 1401 /- /- /1427 11246 /169
E - /489 /- /299 1330 /-
D - /-732 I- 1683 f753 /-
Wind reactions based on MWFRS
F Big Width = 8.0 Min Req = 1.7
E Brg Width =1.5 Min Req = -
D Big Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 55 0 C-D 546 -296
B-C 116 -219
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 302 -83 F-E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-F 1801 -991
"WARNING" Please thoroughly reNew the "A-1 ROOF TRUSSES ("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGMENT' forth.
only design parameters and read notes on this Truss Design Drewing (MD) and the Specialty Engineer reference sheet before use. Unless oNervise stated on the MD. only Npine
tg by ell pelves Involved. The
Job
Al MB
Truss
J5
Truss Type
EJAC
Cry Ply
8 1
07/11/2020
2541
i
SEAT PLATE REQ.
�2�
1 2'6" -'-i 2'6"12 i 2'5"4
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: 10.00
Risk Category: II
EXP: C Kzt NA
Des Ld: 40.00
Mean Height: 28.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 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
Top chord 2x6 SP 2400f-2.OE
Bol chord 2x4 SP #2
Webs 2x6 SP #2
Purlins
In lieu of rigid ceiling use purling to brace BC @ 60" oc.
i 5'
A
Code I Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in too Vdefl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): -0.100 F 305 240
Loc R+ / R- / Rh / Rw / U / RL
G 797 /- /- 1746 /583 /236
Rep Factors Used: Yes
VERT(CL): 0.140 F 218 180
FT/RT:10(0)/10(10)
HORZ(LL): 0.046 D - -
E 9 1-45 /• /75 /56 /-
Plate Type(s):
HORZ(TL): 0.065 D - -
D - /-244 /- /230 /275 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.343
G Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.469
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.200
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Wgt: 28.0 Ibs
Bearing G 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 55 0 C-D 175 -133
B-C 184 -385
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 444 -138 F-E 0 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Additional Notes
C-F 1017 -632
Negative reaction(s) of -244# MAX. from a non -wind load Case requires uplift
connection. See Maximum Reactions.
'"WARNING- Please thoroughly review the"A-1 ROOF TRUSSES CSELLER'), GENERAL TERMS and CONDITIONS CUSTOMER("BUYER") ACKNOWLEDGMENT' form.
Verity design parameters and need notes antis Truss Design Drawing (TDD) and the Specialty Engineerreference sheet before use. Unless othervdse stated on the TDD, only Alpine
connector plates shall be used forthe TOO to be void. As a Truss Design Engineering fie. Specialty Engineer), to seal on any Too represents an accoplance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use Athis Truss for any Building Is the
responsibliity, of the Cwner, the Cvmefs su0omed agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPI4. The approval of the TDD and anyfield
use of to Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contactor. NI notes set out in the TOD end the pmews end
guidelines ofthe Building Component Safety Womation(BSCI) published by TPI and SECA are referenced for general guidance. TPI-1 defines the responsibilifies and dues of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless aNenvise defined by a Contract agreed upon In writing by all parties involved. The Spedaity Engineer Is NOT be
BWddngrCochiner or Truss System Engineer of any building. Mrapltallzetlteaµreasdefinedin TPI-1.
A "m4 xM11>n1e lRmfTn�amn_ rl".rem 1.nurvm 1.n , Mwlhrv,I a-."nhmnwrmi.—MG.IRmII--
Job Truss Trl Type ury Hly
Al MB J7 JACK 8 1
2526
"
T
1
SEAT PLATE REQ.
2- ---i
1 2'6" i 2'6"12
7'
4'5"4
0
Loading Criteria (petl
Wind Criteria
Code / Misc Criteria
Defl/CSI 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): -0.125 F 245 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.177 F 173 180
G 726 /- /- /638 1476 1302
BCDL: 10.00
Risk Category: Il
FT/RT:10(0)/10(10)
HORZ(LL): 0.058 D - -
E 60 /- /- /50 /14 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.082 D - -
D 78 /-99 /- /110 /146 /-
Des Ld: 40.00
Mean Height: 28.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NC13CLL: 10.00
TCDL: 5.0 sf
p
Max TC CSI: 0.448
G Brg Width =1.5 Min Req = 1.5
Load 1.25
"
BCDL: 5.0 psf
Max BC CSI: 0.614
E Erg Width = 1.5 Min Req = -
2.Duration:
Spacing:
Spacing: 24.0
MWFRS Parallel Dist: 0 to hl2
D Erg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.196
Bearing G is a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 37.1 Ibs
Bearing G 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 55 0 C - D 72 -110
Top chord 2x6 SP 2400f-2.OE
B - C 164 -429
got chord 2x4 SP #2
Webs 2x6 SP #2
Maximum got Chord Forces Per Ply (Ibs)
Purling,
Chords Tens.Comp. Chords Tens. Comp.
In lieu of rigid ceiling use puriins to brace BC Q 60" oc.
B - F 483 -144 F - E 0 0
Wind
Wind loads based on MWFRS with additional C&C member
design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp:
C-F 850 -572
foam.
be the responslbllity of the Building Designer and Contractor. All notes set out In Ne TDD and the pmdlws and
by TPl and SBOAamonfemnced forganerel guidance. TPI-1 defines the reeponsibllifies and duties ofthe Truss
fined bya Contract agreed upon in writing by all paNas Involved. The Speclalty Engineer Is NOT the
oars areas dented h TP61.
Job
Al MB
Loading Criteria (ps8
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL' 10.00
Load Duration: 1.25
Spacing: 24.0"
Truss Truss Type
J9 MONO
Wind Criteria
Wind Std: ASCE7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 28.00It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP 2400f-2.OE
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 2x4 SP #3:
Purllns
In lieu of rigid ceiling use pudins to brace BC Q 60" oc.
SEAT PLATE REQ.
Oly Ply 07111121121
8 1
s'1r1a �
8'11'12
i
2544
Code I Misc Criteria
De0/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FSC 2017 RES
PP Deflection in too L/de8 L/#
Gravity Non -Gravity
TPI Sld: 2014
VERT(LL): -0.125 F 221 240
Loc R+ / R- I Rh / Rw / U I RL
F 723 /- /- /606 /459 1369
Rep Factors Used: Yes
VERT(CL): 0.164 F 169 180
FT/RT:10(0Y10(10)
HORZ(LL): 0.059 D - -
D 227 /- f- /119 1191 /-
Plate Type(s):
HORZ(TL): 0.078 D - -
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
F Big Width = 8.0 Min Req = 1.5
Max TC CSI: OA09
D Big Width = 1.5 Min Req = -
Max BC CSI: 0.478
Bearing F is a rigid surface.
Max Web CSI: 0.180
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 49.7 lbs
Chords Tens.Comp. Chords Tens. Camp.
VIEWVer: 19.01.00A.0618.15
A-B 56 0 C-D 60 -157
B-C 76 -318
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 359 -56 F-E 19 -9
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C- F 777 -546 E- D 109 0
lend SBCAammlerenc fargeneralguidarc. TPI-0definm Nerespwsibllifieamdddles
bye Contr deg.WuWinw tngbyellpa winvdved. The Spedalty Erowaris NOTihe
e es defined in TPN.
M.NM.11 ry.n.wxnn wnva�.-nN eA nmlTnn•�
Job Truss Truss Type
A1MB I PBO1 I GABL
Qty y unnauzu 2949
S 11
9'7"6
� � s
9'7"6
D=4X4
11' i 17713
19713
Loading Criteria (pap
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection In Ice L/defl L#f
TCDL: 10.00
Speed: 160 mph
TPI Sid: 2014
VERT(LL): 0.001 D 999 36
SCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL):-0.002 H 999 24
BCDL: 10.00
Risk Category: II
FT/RT:10(0y10(10)
HORZ(LL): 0.002 E - -
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.002 E - -
Des Ltl: 40.00
Mean Height: 28.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor. 2
Load Duration: 1.25
BCDL: 2.0 psf
Max TC CSI: 0. 512
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.113
C&C Dist a: 4.28 ft
Max Web CSI: 0.137
Loc. from endwall: not in 9.00
Wgt: 64.4 lbs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.15
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 2X4(A1)
except as noted.
Loading
Gable end supports 8"
max rake overhang. Top chord must not be cut or notched.
Purlins
In lieu of rigid ceiling use purilns to brace BC @ 60' oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
"WARNING" Please thoroughly review the-A-1ROOF TRUSSES ('SELLER'), GENERAL TERMS and
♦ Maximum Reactions (Ibs), or •=PLF
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw / U l RL
A 51 I- I-
144 /48 /115
B' 65 I- I-
143 133 1-
G 51 /- /-
127 135 /-
J /-268
H /-268
Wind reactions based on
MWFRS
A Brg Width = 8.5
Min Req = 1.5
B Brg Width = 204
Min Req = -
G Big Width =8.5
Min Req =1.5
Bearings A, B, & G are a
rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 128 -123
D-E 151 -96
B-C 89 -102
E-F 40 -59
C-D 152 -96
F-G 25 -20
Maximum Got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 67 -29 I-H 82 -24
J-1 82 -24 H-F 58 -17
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C-J 461 -395 H-E 461 -395
D-1 211 -295
At
o.wr"....
use
Job Truss Truss Type Oty I Ply 07/11/2020
A1MB PB02 GABL 2 1 2954
T11"6 3'4" - } T11"6 -i
.5X6 =5X6
D E F
T 12 T
5 p
EliC C] V
f`T lh
10 =2 A4(A1)B------------------- H=2X4(At)
L K=5X6 J.
c_11" i 17'0"13—
19713
Loading Criteria gasp
Wind Criteria
Code / Misc Criteria
DefIfC81 Criteria
♦ Maximum Reactions (Ibs), or •=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in Ioc L/defl L/#
Gravity
Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.029 F 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.066 F 999 240
A 45 /- /-
/35 135 194
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 D - -
B• 66 /- /-
/43 136 /-
Des Ld: 40.00
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.025 D - -
1 45 I- /-
/23 124 /-
Mean Height: 28.00 ft
WAVE
Creep Factor. 2.0
L I-180
: to
BCDL: 5.0 psf
K /-144
Load Duration:n: 1.25
Load Du
BCDL: 2.0 psf
Max TC CSI: 0.348
J /-180
Spacing: 24.0"
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.128
Wind reactions based on
MWFRS
C&C Dist a: 4.28 ft
Max Web CSI: 0.048
A Big Width = 8.5
Min Req = 1.5
Loc. from endwall: not in 9.00
Wgt: 63.0 Ibs
B Brg Width = 204
Min Req = -
GCpi: 0.18
1 Brg Width = 8.5
Min Req = 1.5
Wind Duration: 1.60
VIEW Ver, 19.01.00A.0618.15
Bearings A, B, 81 are a rigid surface.
Lumber
Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2
Chords Tens.Comp.
Chords Tens. Comp.
got chord 2x4 SP #2
Webs 2x4 SP#3
A-B 104 -101
E-F 429 -294
B-C 307 -333
F-G 413 -378
Plating Notes
C-D 414 -378
G-H 306 -333
All plates are 1.5X3 except as noted.
D - E 429 -294
H - I 21 -17
Loading
Maximum Bot Chord Forces Per Ply (Ibs)
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Chords Tens.Comp. Chords Tens. Comp.
Purilns
B-L 308 -216 K-J 294 -198
L-K 294 -198 J-H 308 -214
In lieu of structural panels or rigid ceiling use purling to brace all flat TC @ 24' oc,
all BC @ 60' oc.
Maximum Gable Forces Per Ply (Ibs)
Wind
Gables Tens.Comp. Gables Tens. Comp.
Wind loads based on MWFRS with additional C&C member design.
C - L 344 -310 J - G 344 -310
Additional Notes
E-K 180 -192
See STD DETAILS for gable wind bracing requirements
Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNO
am and react notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise state i on to
be used far rue TDD to be valid. As a Than Design Engineering I.e. Spetlalty Engineer), the seal on any TDD represents an araeptance ofthe
resign of the single Truss depicted on rue TDD only, under TPl-i. The design assumptions, loading cenduces, saleability and use of this Truss for
caner, the Owners eutholUed agent orthe Building Designer, in the contan of the IRC, the IBC, IOW building code and TPI-1. The appeoval of tl
iding, handling. .1ange, inslaila°on and bracing shall loathe responslbliityof fie Building Deslgnerand Contractor. Al Ludes set out it om TOD a
ling Component Safety lMennatian(BSCI) auldished by TPI and SBCA are referenced forgeneed guidance. TPI-1deMes Neresponalbllitiess
ngineer and Truss Manufacturer,unless othenwse defined by a Contract agreed upon in welting by all parties iav .d. TheSpedalty Ergineerk
use system Engineer of any building. All capitatixed terms era es defined in TP41.
nl Tnww-P-nmey,m MlNa rlmmun, Nwimn c nanMN,M UNIw„Xu wlMn wnnleaMn Nl.l nmlTnc"m
",,,,o , .., ....._--
2980
A1MB PB03 GABL 2 1
j- 5'11"6 -1 7'4" -}- 5'11"6 -j
e 5X6 =5X6
12 D E F
T 5 T
� C G
,_`v(_, ill
o as
2A(A1)B ------------ H=2X4(A1)
L K=5X6 J
1'1"
Loading Criteria trap
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 2.0 psf
Spacing: 24.0
MWFRS Parallel Dist h to 2h
C&C Dist a: 4.28 ft
Loc. from endwall: not in 9.00
GCpl: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 1.5X3 except as noted
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
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Purlins
In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc,
all BC @ 60' oc.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Please tlwreughly review the "/
smeters and mad notes on this Truss
shall be used for the MD in be valid.
17'0"13
19713
DeflICSI Criteria
♦ Maximum Reactions (Ibs), or •=PLF
Ple Deflection in loc Udell L/#
Gravity
Non -Gravity
VERT(LL): 0.029 F 999 360
Loc R+ ! R- ! Rh
/ Rw / U / RL
VERT(CL): 0.065 F 999 240
A 38 /• !-
130 /26 170
HORZ(LL): 0.011 D - -
B' 67 /• /-
/43 /46 /-
HORZ(TL): 0.025 D - -
1 38 /- /-
117 /21 1-
Creep Factor. 2.0
B /-147
Max TC CSI: 0.281
L /-115
Max BC CSI: 0.130
K /-294
Max Web CSI: 0.057
J /-113
H /-145
Wgt: 61.61bs
in reactions based on
MWFRS
A Big Width = 8.5
Min Req = 1.5
VIEW Ver. 19.01.00A.0618.15
B Big Width = 204
Min Req = -
I Big Width = 8.5
Min Req = 1.5
Bearings A, B, 81 are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 77 -76
E-F 394 -317
B-C 330 -365
F-G 434 -381
C-D 404 -381
G-H 330 -365
D-E 394 -317
H-1 15 -15
TERMS and CONDITIONS C
ser reverence sheet bafare use.
Maximum But Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-L 326 -229 K-J 317 -219
L-K 317 -219 J-H 325 -227
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - L 245 -252 J - G 245 -252
E - K 320 -289
ACKNOWLEDGMENT' form.
n..wrn."..
the
Job
Al MB
110
Truss
PB04
�--- 3'11"6
12 =5X6
5 D
C
2A(A1)B
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: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 2.0 psf
Spacing: 24.0"
MWFRS Parallel Dist: In to 2h
C&C Dist a: 4.28 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Sol chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 1.SX3 except as noted.
Truss Type City I Ply 07/11/2020
GABL 2 1
11'4"
III1.5X4 =5X6
E FG
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
Loading
Gable end supports 8" max rake overhang. Top chord must not be cut or notched.
Puriins
In lieu of structural panels or rigid ceiling use pudins to brace all flat TC @ 24" oc,
all BC @ 60" oc.
Wind
Wind loads based on MWFRS with additional CRC member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
17'0"13
19'2"13
Deg/CSI Criteria
PP Deflection in loc Udell L14
VERT(LL): -0.008 F 999 36(
VERT(CL): 0.011 F 999 24(
HORZ(LL):-0.003 J - -
HORZ(TL): 0.004 D - -
Creep Factor. 2.0
Max TC CSI: 0.424
Max BC CSI: 0.117
Max Web CSI: 0.074
Wgt 60.2 Ibs
VIEW Ver. 19.01.00A.0618.15
TERMS and CONDITIONS CI
eer reference sheet before use.
'.ngineerl, the seal an any Too
3'11"6
1'1"
2983
♦ Maximum Reactions (Ibs), or`-PLF
Gravity
Non -Gravity
Loc R+ IR- /Rh
/Rw I IRL
A 37 /- /-
128 /32 145
B• 67 /- I-
/43 /53 I-
1 37 /- /-
/14 131 /-
L /-181
K 1-434
J /-180
Wind reactions based on
MWFRS
A Erg Width = 8.5
Min Req = 1.5
B Brg Width = 204
Min Req = -
I Erg Width = 8.5
Min Req = 1.5
Bearings A, B, & I are a rigid
surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 53 -52
E-F 189 -126
B-C 158 -149
F-G 241 -183
C-D 242 -183
G-H 157 -149
D-E 189 -126
H-1 17 -14
Maximum got Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-L 138 -123 K-J 125 -112
L-K 126 -112 J-H 138 -123
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - L 256 -277 J - G 256 -2T7
E - K 459 -403
ACKNOWLEDGMENT"(ortn.
A L.IPMTniaar
Truu
Job
A1MB
Truss Truss Type
PB05 GABL
1-11-6
12
5 p
B C D
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 28.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 2.0 psi
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.28 ft
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
Plating Notes
All plates are 2X4(At) except as noted.
(++) - This plate works for both Joints covered.
City Ply
2 1 1
15'4"
1111.5X4(++)
E
K J=3X4
17'0"13
19713
Code / Misc Criteria
Defl/CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Udell LN
TPI Std: 2014
VERT(LL): -0,009 C 999 36
Rep Factors Used: Yes
VERT(CL): 0.012 C 999 24�
FT/RT:10(Ov10(10)
HORZ(LL):-0.004 C - -
Plate Type(s):
HORZ(TL): 0.005 C - -
WAVE
Creep Factor. 2.0
Max TC CSI: 0.316
Max BC CSI: 0.115
Max Web CSI: 0.114
WgI. 58.8 Ibs
VIEW Ver: 19.01.00A.0618.15
Purllns
In lieu of structural panels or rigid ceiling use puriins to brace all flat TC @ 24" oc,
all BC @ 60" oc.
Wind
Wind loads based on MWFRS with additional G&C member design.
07/11/2020
2976
1'11"6 —�
♦ Maximum Reactions (Ibs), or "=PLF
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw / U / RL
A - /-65 I•
155 /48 120
B' 77 A 1-
/49 [72 1-
H - /-65 /-
/55 149 /-
C /-245
K /-375
1 /-375
F 1-244
Wind reactions based on
MWFRS
A Big Width = 8.5
Min Req = 1.5
B Big Width = 204
Min Req = -
H Big Width = 8.5
Min Req = 1.5
Beatings A, B, & H are a
rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 43 -23
E-F 208 -189
B - C 254 -234
F - G 254 -234
C-D 208 -189
G-H 43 -21
D - E 208 -189
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-K 189 -167 J - 1 189 -167
K-J 189 -167 I-G 189 -167
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D-K 383 -337 E-I 383 -337
R T-
W. Al1notsssetox1n Ne TDDsndtsprsvfxesend
TP ldefinesNeresponslblllllesandd.Uwdthe Tuns
rvdved. The apedalty Engineer is NOT the
3(16/2020 HIP/ KING JACK (TYPICAL) STDL 01.0
'9,AA-f RDOF
= TRL155E5
AFLORIOACOftPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409-1010
ATTACH END JACKS USING (4)
0.131" 0 TOE NAILS AT TOP
CHORD & (3) 0.131"0 TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" 0 TOE NAILS AT
TOP CHORD & 24" STRAP
USING (6) 1 Od X 11'2' AT EACH
END OF BOTTOM CHORD.
ATTACH CORNER JACKS USING
(2) 0.131" 0 TOE NAILS AT TOP &
BOTTOM CHORDS (TYP).
CORNERSET GENERAL SPECIFICATIONS:
MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60'
MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.
FEBRUARY 17, 2017 I 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 CHORO
1' - 3' MAX.
OIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE SLOG.
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 e
24' O.C.
2XG DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d 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) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
END WALL
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
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 WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM).
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 15 TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE
TRUSS /
URAL
.IvEll
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.
1 /23/19 PIGGY -BACK TRUSS STDTL04.1
PIGGY -BACK DETAIL
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
"REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS."
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-0"
MAX
OPTION NO. T - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X S"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
CONNECTIONS AT EACH TRUSS.
OPTION NO.3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION #1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24"
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
'• IMPORTANT NOTE •.
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
JULY 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772-409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS W O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO
SIMPSON SDS25412 (1/4' X 4.5')
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
GENERAL SPECIFICATIONS:
1. NAIL SIZE =3'X 0.131'=10d
2. WOOD SCREW = 4.5'SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL'A'.
S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS-01.
7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C.
BASE TRUSSES
E END, COMMON
8S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 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.
FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06
�!
GENERAL SPECIFICATIONS:
1. NAIL SIZE=WX 0.131'=10d
2. WOOD SCREW = 3' SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL
.A.
CI
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
A-1 ROOF TRUSSES
6. NAILING DONE PER NOS -01.
4451 ST. LUCIE BLVD.
GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48'O.C.
FORT PIERCE, FL 34946
TRUSS, OR GIRDER
772409-1010
TRUSS
SECURI
WI(
VALLEYTRUSS BASE TRUSSES
(TYPICAL) I�11
DETAIL A
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEYTRUSS TRUSS
P �2 (TYPICAL)
SEE DETAIL'A'
BELOW (TYP.)
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 3112 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSUREC
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/TWO
MAX SPACING= 24'O.C.(BASE AND VALLEY)
SIMPSON SDS25300 (1/4' X 3-)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
JULY 17, 2017 1 IIVJJGU V 11LLC I JC I LJC 1 P11L
(HIGH WIND VELOCITY)
STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-0O9-1010
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 VP
SUPPORTING TRUSSES DIRECTLY UNLcn v. IL... .ow i cc
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10' ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAYBE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6112 PITCH
BC
CLIP MUST BE APPLII
THIS FACE WHEN I
EXCEEDS 6112 (MAN
12112 P
�EBIRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-4019-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
VERI
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUD
#2. DIAGONAL
BRACE
(4) - 16tivi
NAILS
16d NAILS
SPACED 6' O.C.
(2) lOd NAILS
INTO 2X6
2X6 SP OR
SPF #2
2X4 SP OR
SPF #2
TYPICAL HORIZONTAL
BRACE NAILED TO
2X4 VERTICALS
SECTION A -A
W/(4) - 10d NAILS
OIAGONAL BRACE 4' - 0' O.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) - 10d NAILS AT EACH END.
N� ATTACH DIAGONAL BRACE TO
\ BLOCKING WITH (5) - 10d NAILS
(4) 8d NAILS MINIMUM,
**
R 3X4= PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
* DIAGONAL BRACING ** L - BRACING REFER V
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
/
GRADEOF #2 MATERIAL IN THE TOP AND BOTTOM
2. HAND
CONNECTIONMINIMUM
BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS WALL TO
12' MAX.
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG,
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0' O.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN 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. OIAG.
BRACE
S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2%4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4SP#31STUD
12'O.C.
3-8-10
5-6-11
61r11
11-1-13
2X4SP#31STUD
1VO.C.
3.3-10
4-9-12
6-6-11
9.10-15
2X4SP#31STUD
24'O.C.
2-8-6
3.11-3
5A42
8-1-2
2X4SP42
12'0.C.
3.10-15
5&11
6-6-11
11-8-14
2X4 SP#2
WO.C.
3-6-11
4-9-12
W1
10.8.0
2X4 SP #2
24'O.C.
3-1-4
3-11-3
6.2-9
9.3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3- MINIMUM ENO DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF
SHEATHING
(2) - 10d
NAILS
TRUSSES @ 24' O.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)
ENO WALL
=30 FEET
STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
-"1 \ w V , . . , .. STDTL09.
FEBRUARY17,2017 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-i ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2114 OR 2116 OR 2X8
10d
6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
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
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 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 1-BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
I -BRACE
NAILS
WEB
T-BRACE
SECTION DETAILS
,FEB RUARY17,2O17 I LATERAL BRACING RECOMMENDATIONS I STDTLIO
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XS "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
C' NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 RF TRUSS ES DF THE METHODS ILLUSTRATED BELOW.
4451 ST.00LUCIE BLVO.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772d09-1016 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 ENOS.
INSERT W000 SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
ATTACH`\ EDGE OF STRONGSACK (DO NOT
TICAL
' WITH
USE A C OTO AL FRAMING ATTACH TOPR TO ATTACH CHOROA N IBLS (0103137XR 31)dL \N ILS 4(0131 3KR 3'). USE DRYWALLAILS (0ACH TO VERTICAL
\ WEB WITH (3) - 10d
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIA1
USE METAL FRAMING ATTACH TO VERTICAL L ATTACH TO VERTICAL L INSERT SCREW THROUGH
ANCHOR TO ATTACH WEB WITH (3) - Uld SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO
TO BOTTOM CHORD NAILS (O.131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (00 NOT
USE DRYWALL TYPE SCREWS)
TRUSS 2XG 4' -
STRONGBACK (TYPICAL
0' WALL
SPLICE) � (BY OTHERS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENOS 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 STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTL1114, ,r w.
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)
OIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
z
.135
93.5
85.6
74.2
72.6
63.4
0
J
.162
108.8
99.6
86.4
84.5
73.8
�i
.128
74.2
67.9
58.9
57.6
50.3
0
0
.131
75.9
69.5
60.3
59.0
51.1
in
.148
81.4
74.5
64.6
63.2
52.5
N
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0.162' OIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 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 BELDW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30° TO GO'
45.000
tEB�UARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL U946
772-409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES
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
!7
.162
72
58
39
37
25
J
_
C-D
.128
54
42
28
27
19
J
LD z
Z
O
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
J
N
_J
Q
17
Z
.120
51
39
27
26
17
O
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
J
O
.148
57
44
31
28
20
(7
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED I/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 (0.162' OIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WINO OOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL FOR WINO) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WINO ODL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL FOR WINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WINO
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LEIS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
USE (3) TOE -NAILS ON 2X4 BEARING WALL
... USE (4) TOE -NAILS ON 2XG BEARING WALL
NEAR SIDE
FAR S
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
SIDE VIEW
END VIEW
FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3
2x2 NAILER ATTACHMENT
�= GENERAL SPECIFICATIONS
A•1 ROOF TRUSSES
4RT IE CE,FLUCIE 3494 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
FORT PIERCE, FL 34946
n2-409-1010
7-10, 29'-0" Mean Height, Exp. B, C or D.
0x4
4p§l 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
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
12
VARIES
(4) 12d
MAX 30" (21-6")
2x6 #2 SP
2411 O.C.
SIMPSON
(Both Faces)
H5
FEBRUARY 17, ZO17 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES r
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
.Ulfrx;
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK r
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2T47
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
1738
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
48"
3657
5485
3346
5019
2829
4243
2898
4347
• DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2XS) SPACED 4' O.C. AS SHOWN (.131' OIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN, 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X t C
L
•10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
- BREAK
X �
X' MIN
6' MIN
a
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF So FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
00 NOT USE REPAIR FOR JOINT SPLICES
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN, THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WODO,
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.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
B. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
17,2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END GEARING CONDITION
NOTES
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, (IF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' D.C.
2. THE END 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.
Ilrll1][4/_Prl
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES