HomeMy WebLinkAbout 0778.01 Truss PlansI Attachments: Notes
4-0-0_,a 20-8-0 DiQ 16-4-0 Dia 12-8-0 D
*** NOT TO SCALE ***
-s-
4-0-0
22-0-0
1
21-0-0
2 _0
I_4-0-0 a 21-0-0 9-3-8 9-9-0 a 9-7-8 _I
T M C
TRUSS MANUFACTURING
COMPANY INC.
PO BOX 418
WESTFIELD IND 46074
WHERE QUALITY COUNTS
CENTEX HOMES - DESIGNER SERIES
LAURENS (2546) - ELEVATION
4' FAM RM EXT / OWNERS CATH CLG
-I-
4-0-0
32-2-0
2-7-0
10-3-0
1
Job Name: RL0023
Customer: 1018
Designer: TCS
Checker:
TC Live
20.0
TC Dead
10.0
BC Live
0.0
BC Dead
10.0
TOTAL
40.0 PSF
# Components: 58
WO: 48519
WOE: LAURENS
Date: 2-10-00 12:41:48
Lbr DurFac: 1.15
Pit DurFac: 1.15
Spacing: 24.0"
Design Criteria: TPI
JOB PATH: TATEE-LOKUOB.SITi 1PIROBICENTM001MOTSIRI.
Notes and Specifications
Note #1 (25 locations): Note #2:
Use Simpson HUS-26 hangers here to provide the proper truss- Please review all of the information contained in the engineered
to -truss connections. truss drawings, the TPI "HIB-91" summary sheet, and the WTCA
materials contained in the delivery packet for temporary bracing,
Total number of Simpson HUS-26 hangers required = 25 EACH erection, and other special design requiremnets.
Note #3 (10 locations):
SIMPSON TC24 SCISSOR TRUSS TO WALL CONNECTION TO ALLOW FOR MOVEMENT
OF TRUSSES ON TOP PLATE OF WALL ( 10 REQ'D )
T M C
TRUSS MANUFACTURING
COMPANY INC. CENTEX HOMES - DESIGNER SERIES
PO BOX 418 LAURENS (2546) - ELEVATION
WESTFIELD IND 46074 4' FAM RM EXT / OWNERS CA'1 ri CLG
WHERE QUALITY COUNTS
JOB PATH: T:ITF_F,-LOKUOB-SITf. PIBOBICFNTFXIOIXXN,OTSIRL
Job Name: RL0023
Customer: 1018
Designer: TCS
Checker:
WO: 48519
WOE: LAURENS
Date: 2-10-00 12:41:48
TC Live
20.0
Lbr DurFac: 1.15
TIC Dead
10.0
Pit DurFac: 1.15
BC Live
0.0
Spacing: 24.0"
BC Dead
10.0
Design Criteria: TPl
TOTAL
40.0 PSF
Va01,01 " RL0023
v�;uiunri,
TRUSS MANUFACTURING CO., INC. PO BOX 418 WESTFIELD IN 46074
(317)896-2571
V:
01.01.00 - RL0023
Job Name: RL0023 Work Order: 48519 Designer:
TCS Design Crit: TPI
Date:
2-10-00 12:41:50
Customer: 1018 WO Extn: LAURENS Checker:
Description: TPI 1-1995
#Tr/#Cfg:
58/27 Page: 1
QTY
..SPAN..
LABEL..
HEELS..
..OHNGS... CANTS..
1
4
32- 2- 0
A
(L)
0- 4- 9
1- 0- 0
COMN
ST
(R)
0- 4- 9
1- 0- 0
2
2
32- 2- 0
Al
(L)
0- 4- 9
1- 0- 0
COMN
ST
(R)
0- 4- 9
3
1
32- 2- 0
AGE
(L)
0- 4- 9
1- 0- 0
CCHN
ST
(R)
0- 4- 9
1- 0- 0
** Continuous Support **
4
1
32- 2- 0
ASC
(L)
0- 4- 9
1- 0- 0
COMN
ST
(R)
0- 4- 9
1- 0- 0
5
10
13- 4-11
B
(L)
0- 4- 9
MONO
ST
(R)
9- 3-11
6
1
13- 4-11
BGE
(L)
0- 4- 9
MONO
ST
(R)
9- 3-11
** Continuous
Support **
7
5
25- 1- 0
CC
(L)
0- 4- 9
SPEC
ST
(R)
0- 4- 9
1- 0- 0
8
1
25- 1- 0
CM
(L)
0- 4- 9
SPEC
ST
(R)
0- 4- 9
1- 0- 0
9
1
25- 1- 0
CC2
(L)
0- 4- 9
SPEC
ST
(R)
0- 4- 9
1- 0- 0
10
3
25- 1- 0
CC3
(L)
0- 4- 9
SPEC
ST
(R)
0- 4- 9
1- 0- 0
11
1
25- 1- 0
CGE
(L)
0- 4- 9
1- 0- 0
COMN
ST
(R)
0- 4- 9
1- 0- 0
** Continuous
Support
**
12
1
6- 3-11
DGE
(L)
0- 4- 9
MONO
ST
(R)
4- 7- 1
** Continuous
Support **
13
3
21- 0- 0
E
(L)
0- 6- 9
1- 0- 0
COMP)
ST
(R)
0- 6- 9
1- 0- 0
14
1
21- 0- 0
EGE
(L)
0- 6- 9
1- 0- 0
CCMN
ST
(R)
0- 6- 9
1- 0- 0
** Continuous
Support **
15
1
21- 0- 0
EGR
(L)
0- 6- 9
COMN
ZZ
(R)
0- 6- 9
#PLYS = 2
16
1
9- 9- 0
F
(L)
0- 6- 9
1- 0- 0
COMN
ST
(R)
0- 6- 9
1- 0- 0
17
1
9- 9- 0
FGE
(L)
0- 6- 9
1- 0- 0
CCMN
ST
(R)
0- 6- 9
1- 0- 0
18
1
9- 9- 0
FGR
(L)
0- 6- 9
COHN
ST
(R)
0- 6- 9
#PLYS = 2
19
5
36- 2- 0
G
(L)
0- 4- 9
2- 0- 0
SPEC
ST
(R)
0- 4- 9
1- 0- 0
..PITCHES AND OTHER DATA.......
#TC
2
PCH:
8.0 -8.0
#TC
2
PCH:
8.0 -8.0
#TC
2
PCH:
8.0 -8.0
#TC
2
PCH:
8.0 -8.0
PCH:
8.0
PCH:
8.0
#TC
#BC
2
5
PCH:
PCH:0.0
.0 .0
99999.0 4.0
#TC
#BC
2
5
PCH:
PCH:
.0 .0
0 .0 99999.0 4.0
#TC
#BC
2
5
PCH:
PCH:
.0 -8.0
0 .0 999.0 4.0
#TC
#BC
2
5
PCH:
PCH:
.0
0.0 99999.0 4.0
#TC
2
PCH:
8.0 -8.0
PCH:
8.0
#TC
2
PCH:
10.0 -10.0
#TC
2
PCH:
10.0 -10.0
#TC
2
PCH:
10.0 -10.0
#TC
2
PCH:
10.0 -10.0
#BAGS
4
#TC
2
PCH:
10.0 -10.0
#TC 2
#BRGS 3
PCH:
10.0 -10.0
#TC 3 PCH: 4.0 8.0 -8.0
TRUSS MANUFACTURING CO., INC. PO BOX 418 WESTFIELD IN 46074 (317)896-2571 V: 01.01.00 - RL0023
Job Name: RL0023 Work Order: 48519 Designer: TCS Design Crit: TPI Date: 2-10-00 12:41:50
Customer: 1018 WO Extn: LAURENS Checker: Description: TPI 1-1995 #Tr/#Cfg: 58/27 Page: 2
QTY
..SPAN..
LABEL.. HEELS.. ..OHNGS... CANTS..
..PITCHES AND OTHER DATA.......
20
3
36- 2- 0
G1 (L) 0- 4- 9 2- 0- 0
#TC
3
PCH:
4.0 8.0 -8.0
SPEC
ST (R) 0- 4- 9
21
2
4- 0- 0
HGE (L) 0- 4- 9 2- 0- 0
PCH:
4.0
MONO
ST (R) 1- 8- 9
** Continuous Support **
22
2
3- 0- 0
VA011008 (L)
#TC
2
PCH:
10.0 -10.0
COMN
ST (R)
** Continuous Support **
23
2
6- 2- 6
VA021008 (L)
#TC
2
PCH:
10.0 -10.0
COMN
ST (R)
** Continuous Support **
24
2
9- 4-13
VA031008 (L)
#TC
2
PCH:
10.0 -10.0
DUBLBL
ST (R)
** Continuous Support **
25
1
12- 7- 3
VA041008 (L)
#TC
2
PCH:
10.0 -10.0
DUHL
ST (R)
** Continuous Support **
26
1
15- 9-10
VA051008 (L)
#TC
2
PCH:
10.0 -10.0
COMN
ST (R)
** Continuous Support **
27
1
19- 0- 0
VA061008 (L)
#TC
2
PCH:
10.0 -10.0
COMN
ST (R)
** Continuous Support **
3
TC FORCE AXL BND CSI
BC FORCE AXL BND CSI
WEB
45- 2
44- 3
43- 4
42- 5
41- 6
40- 7
39- 8
38- 9
37-10
36-11
35-12
34-13
33-14
32-15
31-16
30-17
29-18
28-19
27-20
26-21
25-22
FORCE
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
AXL BND CSI
0.00 0.07 0.07
0.00 0.15 0.15
0.00 0.27 0.27
0.00 0.42 0.42
0.00 0.63 0.63
0.00 0.82 0.82
0.00 0.61 0.61
0.00 0.96 0.96
0.00 0.68 0.68
0.00 0.82 0.82
0.00 0.98 0.98
0.00 0.82 0.82
0.00 0.68 0.68
0.00 0.96 0.96
0.00 0.61 0.61
0.00 0.82 0.82
0.00 0.63 0.63
0.00 0.42 0.42
0.00 0.27 0.27
0.00 0.15 0.15
0.00 0.07 0.07
WEB FORCE WEB FORCE
RMB = 1.15
.SON\o �E.+f STf F
No. F
l ti442
STATE OF=
= ' -ANC
P
F
FSSI0 N NL
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SP #2
2X4 SPF #1/#2 (N) 2
GABLE STUD: 2x3 SPF #3 (N)
2x3 SPF #1/#2 (N) 7,15
2x4 SPF #3 (N) 8,14
2x4 SPF #1/#2 (N) 9,10,11,12
13
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. or a SCAB
of the same dimension and grade as web
nailed to face(s) of web with 10d nails
staggered 8" o.c. SCAB or TRANSVERSE
BRACING to extend for 80% of web length.
2X6 BRACE req'd on any web exceeding 14'
*" denotes ONE edge or ONE face
denotes BOTH edges or BOTH faces
Analysis based on Simplified Analog Model.
[): Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
======== ====Joint Locations=============_=
1) 0- 0- 0 17) 22- 9- 0 33) 18- 9- 0
2) 2- 9- 0 18) 24- 1- 0 34) 17- 5- 0
3) 4- 1- 0 19) 25- 5- 0 35) 16- 1- 0
4) 5- 5- 0 20) 26- 9- 0 36) 14- 9- 0
5) 6- 9- 0 21) 28- 1- 0 37) 13- 5- 0
6) 8- 1- 0 22) 29- 5- 0 38) 12- 1- 0
7) 9- 5- 0 23) 32- 2- 0 39) 10-10- 4
8) 10- 9- 0 24) 32- 2- 0 40) 9- 5- 0
9) 12- 1- 0 25) 29- 5- 0 41) 8- 1- 0
10) 13- 5- 0 26) 28- 1- 0 42) 6- 9- 0
11) 14- 9- 0 27) 26- 9- 0 43) 5- 5- 0
12) 16- 1- 0 28) 25- 5- 0 44) 4- 1- 0
13) 17- 5- 0 29) 24- 1- 0 45) 2- 9- 0
14) 18- 9- 0 30) 22- 9- 0 46) 0- 0- 0
15) 20- 1- 0 31) 21- 3-12
16) 21- 5- 0 32) 20- 1- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
32- 0- 4 0 0 0 BOT H-ROLL
16-1-0 16-1-0
1 2 3 4 5 6 7 8 9 10 11 1 13 14 15 16 17 18 620 21 22 23
8 0000 -8 00
[6X6I
-1.1 r, AV - LAY LAY GAY LAY 3X4
2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4
r f 32-2-0-TTr-�r-T-��
46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24
0# 3.50" 0# 3.50"
1-0 1 le 32-2-0 �1-0-0
I' i
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs C 14-0 o.c.
T M C
WAKNIIV(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING
COMPANY INC.
PO BOX 418
W ESTFI ELD IN D 46074
WHERE QUALITY COUNTS
CONTRACTOR.BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal hracing or similar bracing
which is a pan of the building design and which must he comidcred by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length- Provisions must he
made to anchor lateral bracing at ends and specilied locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583D'Onofriu Drive. Madison, Wiscon•'- 9719).
Design: Mm.ir AnaA•sis JOB PATH. C:ITF.F.-1,OK11f1N
scale = 0.1250
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: AGE
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Dere: TPI 1-1995
TOTAL
40.0
psf
V: 1.0- 160165-153
11('l ll! M 11)
CENTEX
TC FORCE AXL BND CSI
1- 2 -1851 0.16 0.74 0.91
2- 3 -1652 0.05 0.85 0.90
3- 4 -1652 0.05 0.86 0.91
4- 5 -1851 0.17 0.77 0.93
BC
FORCE
AXL BND CSI
10- 9
1444
0.29 0.41 0.70
9- 8
951
0.19 0.41 0.61
8- 7
951
0.23 0.46 0.70
7- 6
1444
0.35 0.46 0.82
WEB
FORCE
WEB FORCE
2- 9
-435
3- 7 692
3- 9
692
4- 7 -436
RMB = 1.15
�11t1)11u1"'
%��0�\0 E. qR�,,��
G STD
Z`QZ No. F
az 16442
�STgTE OFE
I N p� NA �4
<
.O�
''0
��`'FFSS10 N Al
`11)infttf%
�d /' ,
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SP #2
2x4 SPF #1/#2 (N) 2
WEBS: 2x4 SPF STUD (N)
2x4 SPF #1/#2 (N) 2,3
GABLE STUD: 2x3 SPF #3 (N)
2x3 SPF #3 (N) 1,2,5,7,8
10
2x3 SPF #3 (N) 3,6,11
2x3 SPF #1/#2 (N) 4
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.10" D=-0.09" T=-0.19"
MAX HORIZONTAL DEFLECTION:
T= 0.07"
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
[I: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
TI: ASC TY:1
__============Joint Locations===============
1) 0- 0- 0 5) 32- 2- 0 9) 10-10- 4
2) 8- 2-14 6) 32- 2- 0 10) 0- 0- 0
3) 16- 1- 0 7) 21- 3-12
4) 23-11- 3 8) 16- 2- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1346 0 0 BOT PIN
32- 0- 4 1346 0 0 BOT H-ROLL
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
16-1-0 16-1-0
1 2 4 5
8 00 -8 00
[6X61
4X5
R M
L 32-2-0 L
110 -- 9 8 7 6
1347# 3.50" 1347# 3.50"
1-0-0 -3-7) j� 32-2-0 1-0-0
GABLE STUD PLATES (64)(��Ca-7) j
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs C 1-4-0 o.c. scale = 0.1250
T M C
WAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part of the building design and which must he considered by the building designer. Bracing
WESTFI ELD IN D 46074
shown is ror lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
WHERE QUALITY COUNTS
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). Eur specific
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onufrio Drive, Madison, Wiscun-- S3719).
Design. Mettar AwNsis !OR PATH. QITEE_d OKiRIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: ASC
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1. - 160164-152
ors of of rrt
CENTEX
TC FORCE AXL BND CSI
1- 2 -1851 0.16 0.74 0.91
2- 3 -1652 0.05 0.85 0.90
3- 4 -1652 0.05 0.86 0.91
4- 5 -1851 0.17 0.77 0.93
BC FORCE AXL END CSI
10- 9 1444 0.29 0.41 0.70
9- 8 951 0.19 0.41 0.61
8- 7 951 0.23 0.46 0.70
7- 6 1444 0.35 0.46 0.82
WEB FORCE WEB FORCE
2- 9 -435 3- 7 692
3- 9 692 4- 7 -436
RMB = 1.15
0 ,E"'�R�'''.
S T�
No. F
16442
STgrE OFF
1NDIIANA
Pit-
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SP #2
2x4 SPF #1/#2 (N) 2
WEBS: 2x4 SPF STUD (N)
2x4 SPF #1/#2 (N) 2,3
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.10" D=-0.09" T=-0.19"
MAX HORIZONTAL DEFLECTION:
T= 0.07"
WO:
(): Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assim d to be
continuously braced unless noted otherwise
TI: A QTYA
========_=====Joint Locations===============
1) 0- 0- 0 5) 32- 2- 0 9) 10-10- 4
2) 8- 2-14 6) 32- 2- 0 10) 0- 0- 0
3) 16- 1- 0 7) 21- 3-12
4) 23-11- 3 8) 16- 2- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1346 0 0 BOT PIN
32- 0- 4 1346 0 0 BOT H-ROLL
16-1-0 16-1-0
1 2 4 5
8 00 -8 00
[6X61
11- f'.,,
4X5
n M
G _ 32-2-0
'110 9 8 7 6
1347# 3.50" 1347# 3.50"
11 0-0_I L 32-2-0 1-0-00
(11-2-7)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250
T M C
WAKN 1 NG: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a pan of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive, Madison, W iscur " `3719).
Design- Moira Arioh-sis JOB PATH. CATFE-I.OSIRIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: A
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code De--: TPI 1-1995
TOTAL
40.0
psf
1 160166-154
/Wf Al 01 IV)
CENTEX
TIC FORCE AXL BND CSI
1- 2 -1851 0.16 0.74 0.91
2- 3 -1652 0.05 0.85 0.90
3- 4 -1652 0.05 0.86 0.91
4- 5 -1851 0.17 0.77 0.93
BC FORCE AXL BND CSI
10- 9 1444 0.29 0.41 0.70
9- 8 951 0.19 0.41 0.61
8- 7 951 0.23 0.46 0.70
7- 6 1444 0.35 0.46 0.82
WEB FORCE WEB FORCE
2- 9 -435 3- 7 692
3- 9 692 4- 7 -436
RMB = 1.15
\0 E 6442
STATE of
INpN j�q A
�OFFS F,��•`,�``
SIO N AL
�'`��„,tiffs,
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SP #2
2x4 SPF #1/#2 (N) 2
WEBS: 2x4 SPF STUD (N)
2x4 SPF #1/#2 (N) 2,3
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.10" D=-0.09" T=-0.19"
MAX HORIZONTAL DEFLECTION:
T= 0.07"
WO:
L): Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
T1: Al TY:2
==_==_========Joint Locations===============
1) 0- 0- 0 5) 32- 2- 0 9) 10-10- 4
2) 8- 2-14 6) 32- 2- 0 10) 0- 0- 0
3) 16- 1- 0 7) 21- 3-12
4) 23-11- 3 8) 16- 2- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1346 0 0 BOT PIN
32- 0- 4 1286 0 0 BOT H-ROLL
16-1-0 16-1-0
1 2 4 5
8 00 -8 0000
(6X61
YAJ tJAD) JAD LJADJ 4P0
R
32-2-0
�10 9 8 7 6'
1347# 3.50" 1287# 3,50"
42 32_2_0 _ I
2-7) Iv
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1250
T M C
TRUSS MANUFACTURING
WAKNIN4: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: Al
Date: 2-10-00
TIC Live 20.0 psf
DurFac - Lbr: 1.15
COMPANY INC.
Bracing shown "n this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead
10.0
psf
DurFac - Pit: 1.15
PO BOX 418
which is a part of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of truss to buckling length.
BC Live
0.0
O.C. Spacing: 24.0"
WESTFIELD IND 46074
members only reduce Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
psf
Design Criteria: TPI
WHERE QUALITY COUNTS
Additional bracing ol'the overall structure may he required. (See HIB-91 of TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is bleated at
$C Dead
10.0
p sf
Code Des: TPI 1-1995
583 D'Onofrio Drive, Madison, Wiscom' M19).
TOTAL
40.0
psf
V: 1.0' 160167-155
Design. Matrix Annlvsis
JOB PATH: CITF.F-LOAIB/N
IW% M M to
CENTEX
TC
FORCE
AXL
SND
CSI
BC
FORCE
AXL
BND
CSI
WEB
FORCE
AXL
END
CSI
20- 2
0
0.00
0.06
0.06
19- 3
0
0.00
0.14
0.14
18- 4
0
0.00
0.25
0.25
17- 5
0
0.00
0.40
0.40
16- 7
0
0.00
0.58
0.58
15- 8
0
0.00
0.79
0.79
14- 9
0
0.00
0.59
0.59
13-10
0
0.00
0.93
0.93
12-11
0
0.00
0.38
0.38
WEB FORCE WEB FORCE
RMB = 1.15
�0 E.
. No R ,
.Q= `CGScam.
No,. c�
1b942
STATE OF=
INDIANA
4<c��
IML F��``•
/� �rlr�rrltn�
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF #3 (N)
GABLE STUD: 2x3 SPF #3 (N)
2x3 SPF #1/#2 (N) 7
2x4 SPF #3 (N) 8
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
End vertical(s) not designed for exposure
to lateral wind pressure.
WO:
L 2X4 TRANSVERSE BRACING nailed flat to edge
K^of web with 12d nails at 8" o.c. or a SCAB
of the same dimension and grade as web
nailed to face(s) of web with 10d nails
staggered 8" o.c. SCAB or TRANSVERSE
BRACING to extend for 80% of web length.
2X6 BRACE req'd on any web exceeding 14,
denotes ONE edge or ONE face
denotes BOTH edges or BOTH faces
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
13-4-1
1 2 3 4 56 7 8 9 10 11
8 00
4X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4
2X4
TI: BGE TY:I
=_ ==Joint Locations======_========
1) 0- 0- 0 8) 9- 2-15 15) 9- 2-15
2) 2- 6-15 9) 10- 6-15 16) 7-10-15
3) 3-10-15 10) 11-10-15 17) 6- 6-15
4) 5- 2-15 11) 13- 4-11 18) 5- 2-15
5) 6- 6-15 12) 13- 4-11 19) 3-10-15
6) 7- 0- 7 13) 11-10-15 20) 2- 6-15
7) 7-10-15 14) 10- 6-15 21) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
13- 2-15 0 0 0 BOT H-ROLL
I. 1T 34-11
21 20 19 18 17 16 15 14 1'
0# 3.50" 0# 3.50"
13-4-11 I
EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 14-0 ox
T M C VV,KKI41N`tj: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.BRACING WARNING:
COMPANY INC. Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418 which is a pan of the building design and which must be considered by the building designer. Bracing
WESTFIELD IND 46074 shown is tiff lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (Sec HIB-91 of TPI). For specific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive, Madison. Wiscn"-- 53719),
Designs Mnrnr A lv.rit JOB PATH: C. ITFF-I.OKION
scale = 0.1875
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: BGE
Date: 2-10-00
TIC Live
20.0
psf
DurFac - Lbr: 1.15
TIC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1.0' --16 168-156
CENTEX
TC FORCE AXL BND CSI
1- 2 -640 0.00 0.66 0.67
2- 3 -130 0.00 0.66 0.66
BC FORCE AXL BND CSI
6- 5 456 0.11 0.27 0.38
5- 4 454 0.11 0.27 0.38
WEB FORCE WEB FORCE
2- 5 176 3- 4 -151
2- 4 -566
RMB = 1.15
j\0 ,E!rA
G S TF
No. F
16442
STATE OF=
INDIANA 07
/ONP&
n �rruffu�
,AURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF #3 (N)
2x4 SPF STUD (N) 1
(1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D=-0.01" T=-0.02"
MAX HORIZONTAL DEFLECTION:
T= 0.02"
WO:
®W1X4 continuous lateral bracing attached with
2- 10d nails each member where shown.Bracing
MUST be positioned to provide equal unbraced
segments OR 2x4 "T" brace may be nailed flat
to edge of web with 12d nails spaced 8" o.c.
Brace must extend at least 90% of web length
2x6 Brace required on any web exceeding 141.
End vertical(s) not designed for exposure
to lateral wind pressure.
9-3-11
0-4-9
�1 2 3
8 00
4X4 2X4 4X6
TI: B "ry:io
==Joint Locations===============
1) 0- 0- 0 3) 13- 4-11 5) 6-10-11
2) 6-10-11 4) 13- 4-11 6) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1- 0 533 0 0 BOT PIN
13- 3-11 538 0 0 BOT H-ROLL
R 11
k____ 13-4-11 k
�6 5 4
533# 2.00" 538# 2.00"
13-4-11 -1
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
T M C
wAKNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing sl usvn on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a pan of the building design and which must be considered by the building designer. Bracing
WESTFI ELD IND 46074
shown is for lateral support of truss members tmly to reduce buckling length. Provisions must he
made m anchor lateral bracing at ends and specified Itx ations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, cunlact building designer. (Truss Plate Institute, TPI, is hwated at
583 D'Onofrio Drive, Madison. Wiscomin 53719),
Design: Mmrir Ati.ims JOB PATH.* C.ITF.F,-1.0KIBIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH
Chk:
TC Live
20.0
TC Dead
10.0
BC Live
0.0
BC Dead
10.0
TOTAL 40.0
scale = 0.1875
Truss ID: B
Date: 2-10-00
psf
DurFac - Lbr: 1.15
psf
DurFac - Pit: 1.15
psf
O.C. Spacing: 24.0"
psf
Design Criteria: TPI
—
Code Desc: TPI 1-1995
Ps if
V: 1. '-1-160169-157
11r C "I I
CEN'I'EX
TC
FORCE
AXL
BND
CSI
BC
FORCE
AXL
BND
CSI
WEB
FORCE
AXL
BND
CSI
36- 2
0
0.00
0.09
0.10
35- 3
0
0.00
0.19
0.19
34- 4
0
0.00
0.32
0.32
33- 6
0
0.00
0.48
0.48
32- 7
0
0.00
0.67
0.67
31- 8
0
0.00
0.90
0.90
30- 9
0
0.00
0.83
0.83
28-10
0
0.00
0.60
0.60
27-11
0
0.00
0.83
0.83
26-12
0
0.00
0.90
0.90
25-13
0
0.00
0.67
0.67
24-14
0
0.00
0.48
0.48
23-16
0
0.00
0.32
0.32
22-17
0
0.00
0.19
0.19
21-18
0
0.00
0.09
0.10
WEB FORCE WEB FORCE
RMB = 1.15
•`�p�\0 E. ARC,
G STc-
No. F
16442
�STE OF=
INDIANA
/ONNL
nIaufu"
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
2X4 SPF #3 (N) 7,9
2x4 SPF #1/#2 (N) 8
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
9-4-9
0-4-9
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c, or a SCAB
of the same dimension and grads as web
nailed to facets) of web with 10d nails
staggered 8" o.c. SCAB or TRANSVERSE
BRACING to extend for 80% of web length.
2X6 BRACE req'd on any web exceeding 14,
"*" denotes ONE edge or ONE face
"**" denotes BOTH edges or BOTH faces
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: CGE OTY:1
==============Joint Locations===============
1) 0- 0- 0 14) 17-10- 8 27) 13-10- 8
2) 3- 2- 8 15) 18- 4-13 28) 12- 6- 8
3) 4- 6- 8 16) 19- 2- 8 29) 12- 0- 0
4) 5-10- 8 17) 20- 6- 8 30) 11- 2- 8
5) 6- 8- 3 18) 21-10- 8 31) 9-10- 8
6) 7- 2- 8 19) 25- 1- 0 32) 8- 6- 8
7) 8- 6- 8 20) 25- 1- 0 33) 7- 2- 8
8) 9-10- 8 21) 21-10- 8 34) 5-10- 8
9) 11- 2- 8 22) 20- 6- 8 35) 4- 6- 8
10) 12- 6- 8 23) 19- 2- 8 36) 3- 2- 8
11) 13-10- 8 24) 17-10- 8 37) 0- 0- 0
12) 15- 2- 8 25) 16- 6- 8
13) 16- 6- 8 26) 15- 2- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
24-11- 4 0 0 0 BOT H-ROLL
12 - 12- -
1 2 3 4 56 7 8 9 10 11 12 13 14 1516 17 18 1
8 00 -8 00
[5X61
2X4
3X6
4X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4
3X6
8-8-15
0-4-9
4X4
25-1-0
37 36 35 34 33 32 31 30 2928 27 26 25 24 23 22 21 2
0# 3.50" 0k 3.50"
1-0-0 _ �f 25-1-0 11.0.0
(R1-2-7) j
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.1875
T M C
YYFIKIV IIV(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown tin this drawing is not erection bracing, wind bracing, portal bracing t r similar bracing
PO BOX 418
which is a pan of the building design and which must he considered by the building designer. Bracing
W ESTFI ELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified hications determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is I-aied at
583 D'Onotrio Drive, Madison, Wisconsin 53719).
Design: Mnrrir Analvsis JOB PA Tit C. TFF-I,OKIBLV
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: CGE
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V 1. ' ^()-160170-158
ors uI
CENTEX
TIC FORCE AXL BND CSI
1- 2 -1418 0.02 0.49 0.52
2- 3 -1278 0.03 0.50 0.52
3- 4 -1278 0.03 0.50 0.52
4- 5 -1418 0.02 0.49 0.52
BC
FORCE
AXL BND CSI
10- 9
1099
0.27 0.27 0.54
9- 8
733
0.18 0.27 0.45
8- 7
733
0.18 0.27 0.45
7- 6
1099
0.27 0.27 0.54
WEB
FORCE
WEB FORCE
2- 9
-341
3- 7 548
3- 9
548
4- 7 -341
RMB = 1.15
01 E .
G S Tfi
Q No. F
16442
S16TEOF =
IN DIANA
10NAL
�r�ffnttlt�
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF STUD (N)
2x4 SPF #3 (N) 2,3
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.06" D=-0.05" T=-0.11"
MAX HORIZONTAL DEFLECTION:
T= 0.04"
9-4-9
0-4-9
WO:
(I. Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: C QTY:10
==============Joint Locations===============
1) 0- 0- 0 5) 25- 1- 0 9) 8- 5-14
2) 6- 8-10 6) 25- 1- 0 10) 0- 0- 0
3) 12- 6- 8 7) 16- 7- 2
4) 18- 4- 7 8) 12- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1063 0 0 BOT PIN
24-11- 4 1003 0 0 BOT H-ROLL
12-6-8 12-6-8
1 2 4 5
11
8 00 OS 0
15X61
8-8-15
0-4-9
n 11
L 25-1-0
1110 9 8 7 6
1063# 3.50" 1003# 3.50"
1100-0 I- 25-1-0 -i
�
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
WARNING: READ ALL NOTES ON THIS SHEET.
T M C
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.
BRACING WARNING:
COMPANY INC.
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing
WESTFI ELD IN D 46074 shown is for lateral support of truss members only it, reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified Locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute. TPI, is located at
583 D'Onotriu Drive, Madison, Wiscv '1719).
Or.ripn: Marti A".1"ir /nR PITH r'77fF 1 n,C'It/%'
Eng. Job:
Dwg: CENTEX
Dsgnr: JR1I
Chk:
TC Live
20.0
psf
TIC Dead
10.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL 40.0 psf
WO:
Truss ID: C
Date: 10-11-00
DurFac - Lbr: 1.15
DurFac - Plt: 1.15
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: TPI 1-1995
V:01.0 '-306817- 3
CENTEX
TC FORCE AXL BND CSI
1- 2 -2605 0.11 0.50 0.61
2- 3 -1838 0.08 0.31 0.40
3- 4 -1838 0.08 0.31 0.40
4- 5 -2605 0.11 0.50 0.61
BC FORCE AXL BND CSI
10- 9 2203 0.53 0.24 0.77
9- 8 2205 0.54 0.14 0.67
8- 7 2205 0.54 0.14 0.67
7- 6 2203 0.53 0.24 0.77
WEB FORCE WEB FORCE
2- 9 98 4- 8 -625
2- 8 -625 4- 7 98
3- 8 1577
RMB = 1.15
\0
G S Tic CF'
No. c�
STATE OFF
INp1ANA =
0 N Pk �.
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
SOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF STUD (N)
+ Denotes 90 degree plate orientation
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.17" D=-0.17" T=-0.34"
MAX HORIZONTAL DEFLECTION:
T= 0.32"
9-4-9
0-4-9
T-
WO:
Recoamtend the use of SIMPSON 1TC241 hanger
at one support.
(]: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
TI: CC QTY:5
==============Joint Locations===============
1) 0- 0- 0 5) 25- 1- 0 9) 6- 6- 8
2) 6- 6- 8 6) 25- 1- 0 10) 0- 0- 0
3) 12- 6- 8 7) 18- 6- 8
4) 18- 6- 8 8) 12- 6- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1003 0 0 SOT PIN
24-11- 4 1063 0 0 BOT H-ROLL
12-6-8 12 -8
Ilk 1 2 4 5
8 00 -8 00
[5X61
8-8-15
0-4-9
Imo- 6-6-0 - 0
4.00 I 14.00
0-3-8 _I � 0-3-8
12-3-0 12-3-0
0 9 7
1003# 3.50" 1063# 3.50"
25-1-0 �1--0-00
COSMETIC PLATES (4) 2X4 (I R1-2-7)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
T M C
WAKNINki: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown "n this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is apart of the building design and which must be considered by the building designer. Bracing
WESTFI ELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
made w anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See IIIB-91 of TPI). For specific
WHERE QUALITY COUNTS
trues bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive, Madison, Wisconsin 53719).
Design: Malrir Analysis JOB PATH: C:ITFF-LOKIBIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: CC
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1.01 "r1-160171-159
ll("S M t.
CENTEX I LAURENS MODEL 1018
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N)
1- 2 -2605 0.11 0.50 0.61 BOT CHORDS: 2x4 SPF #1/#2 (N)
2- 3 -1838 0.08 0.31 0.40 WEBS: 2x4 SPF STUD (N)
3- 4 -1838 0.08 0.31 0.40 + Denotes 90 degree plate orientation.
4- 5 -2605 0.11 0.50 0.61 MAX LIVE LOAD DEFLECTION:
L/999
BC FORCE AXL BND CSI L=-0.17" D=-0.17" T=-0.34"
10- 9 2203 0.53 0.24 0.77 MAX HORIZONTAL DEFLECTION:
9- 8 2205 0.54 0.14 0.67 T= 0.32"
8- 7 2205 0.54 0.14 0.67
7- 6 2203 0.53 0.24 0.77
WEB FORCE WEB FORCE
2- 9 98 4- 8 -625
2- 8 -625 4- 7 98
3- 8 1577
RMB = 1.15
, %%,%I I I1111j1
Q.
No, F
16442
STATE OFF
INDIANA
�4ZT
ADO
�'''FSS�OfVAL ��•�`•
/� �--�l-l�lll-111111
9-4-9
0-4-9
WO:
Recommend the use of SIMPSON 'TC24' hanger
at one support.
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: CC1 QTY:1
-----------===Joint Locations===============
1) 0- 0- 0 5) 25- 1- 0 9) 6- 6- 8
2) 6- 6- 8 6) 25- 1- 0 10) 0- 0- 0
3) 12- 6- 8 7) 18- 6- 8
4) 18- 6- 8 8) 12- 6- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1003 0 0 BOT PIN
24-11- 4 1063 0 0 BOT H-ROLL
12- - 12-6-8
1 2 4 5
8 00 -8 0000
la-- 7-10-0 11.I
[5X61
I
8-8-15
0-4-9
4.00
1--4.00
0-3-8
��
12-3-0
12-3-0
0 9
7
1003# 3.50"
1063# 3.50"
iG 25-1-0
1 100
COSMETIC PLATES (4) 2X4
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
scale = 0.1875
T M C
WAKNIN(i: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING
COMPANY INC.
PO BOX 418
W ESTFI ELD I N D 46074
WHERE QUALITY COUNTS
CONTRACTOR.
BRACING WARNING:
Bracing sh"wn on this drawing is not crection bracing, wind bracing. Portal bracing or similar bracing
which is a Pan of the building design and which must he considered by the building designer. Bracing
shown is liarlateral support of truss members only to reduce buckling length. Provisions must he
made m anchor lateral bracing at ends and specified Imatiuns determined by the building designer.
Additional bracing of the overall structure may he required. (See HID-91 "f TPI). For spccilic
truss bracing requirements, contact building designer, (Truss Plate Institute, TPI, is (mated at
583 D'Onufriu Drive, Madison. Wiscun•;- 53719).
Drsi,V M"rrir Annlesis JOB PATH: CIT/i/i-I.(Wilt/N
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH
Chk:
TC Live
20.0
TC Dead
10.0
BC Live
0.0
BC Dead
10.0
TOTAL 40.0
WO:
Truss ID: CC1
Date: 2-10-00
psf
DurFac - Lbr: 1.15
psf
DurFac - Pit: 1.15
psf
O.C. Spacing: 24.0"
psf
Design Criteria: TPI
-
Code Desc: TPI 1-1995
PSr
V:01.0' "1-160172-160
IW( Ill "
CEN I EX
TC FORCE AXL BND CSI
1- 2 -2605 0.11 0.50 0.61
2- 3 -1838 0.08 0.31 0.40
3- 4 -1838 0.08 0.31 0.40
4- 5 -2605 0.11 0.50 0.61
BC FORCE AXL BND CSI
10- 9 2203 0.53 0.24 0.77
9- 8 2205 0.54 0.14 0.67
8- 7 2205 0.54 0.14 0.67
7- 6 2203 0.53 0.24 0.77
WEB FORCE WEB FORCE
2- 9 98 4- 8 -625
2- B -625 4- 7 98
3- 8 1577
RMB = 1.15
%% o , E �I A,Q'•
c'
No, c�
16442
STATE OF=
=fir INDIAN
O
/ONAL
�nf�+
�a
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF STUD (N)
+ Denotes 90 degree plate orientation
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.17" D=-0.17" T=-0.34"
MAX HORIZONTAL DEFLECTION:
T= 0.32"
9-4-9
0-4-9
WO:
Recommend the use of SIMPSON 'TC24' hanger
at one support.
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
T1: CC2 QTY:1
=_---=========Joint Locations===============
1) 0- 0- 0 5) 25- 1- 0 9) 6- 6- 8
2) 6- 6- 8 6) 25- 1- 0 10) 0- 0- 0
3) 12- 6- 8 7) 18- 6- 8
4) 18- 6- 8 8) 12- 6- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1003 0 0 BOT PIN
24-11- 4 1063 0 0 BOT H-ROLL
12-6-8 12-6-8
1 2 4 5
8 00 -8 0000
[5X6]
{� 9-10-0 -
8-8-15
0-4-9
4.00
-4.00
0-3-8
��
12-3-0
12-3-0
0 9
7
1003# 3.50"
1063# 3.50"
L- 25-1-0
1-0-0-0
COSMETIC PLATES (8) 2X4
r
(' R1-Z-7)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
scale = 0.1875
T M C
TRUSS MANUFACTURING
COMPANY INC.
PO BOX 418
WESTFIELD IND 46074
WHERE QUALITY COUNTS
Desgn: Matriv Annh•sis
WAKNINU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
which is a pan of the building design and which must he considered by the building designer. Bracing
shown is for lateral support of truss members only ht reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute. TPI, is located at
583 D'Onotrio Drive, Madison, Wisconsin 53719).
JOB PATH: C. ITEE-I,OKIBIA'
Eng. Job:
Dwg: CENTER
Dsgnr: JRH Chk:
WO:
Truss ID: CC2
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - PIt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1. 1 I10U2173-161
'W's M !.
CEN1'EX I LAURENS MODEL 1018
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N)
1- 2 -2605 0.11 0.50 0.61 BOT CHORDS: 2x4 SPF #1/#2 (N)
2- 3 -1838 0.08 0.31 0.40 WEBS: 2x4 SPF STUD (N)
3- 4 -1838 0.08 0.31 0.40 + Denotes 90 degree plate orientation
4- 5 -2605 0.11 0.50 0.61 MAX LIVE LOAD DEFLECTION:
L/999
BC FORCE AXL BND CSI L=-0.17" D=-0.17" T=-0.34"
10- 9 2203 0.53 0.24 0.77 MAX HORIZONTAL DEFLECTION:
9- 8 2205 0.54 0.14 0.67 T= 0.32"
8- 7 2205 0.54 0.14 0.67
7- 6 2203 0.53 0.24 0.77
WEB FORCE WEB FORCE
2- 9 98 4- 8 -625
2- 8 -625 4- 7 98
3- 8 1577
RMB = 1.15
`,,`��SN n1�rJrIr�I
0 E.
G STE-
No. F
16442
SrArE OF
INDIANA
10
£sS/0 N AL
r'rr�rtltlttL
9-4-9
0-4-9
WO:
Recommend the use of SIMPSON 'TC24' hanger
at one support.
0: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: CC3 QTV:3
==============Joint Locations===============
1) 0- 0- 0 5) 25- 1- 0 9) 6- 6- 8
2) 6- 6- 8 6) 25- 1- 0 10) 0- 0- 0
3) 12- 6- 8 7) 18- 6- 8
4) 18- 6- 8 8) 12- 6- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1003 0 0 BOT PIN
24-11- 4 1063 0 0 BOT H-ROLL
12-6-8 12- -
1 2 4 5
8 00 -8 00
r 10-4-0 - -
f5X61
0-4-9
8-8-15
4.001 14.00
0-3-8
12-3-0 12-3-0
0 9 7
1003# 3.50" 1063# 3.50"
L 25-1-0 -� 1� 0-0
COSMETIC PLATES (8) 2X4 r (RI-2-7)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
T M C
VVAKIVIIVCi: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part of the building design and which must be considered by the building designer. Bracing
W ESTFI ELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must be
made to anchor lateral bracing w ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific
WHERE QLIALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute. TPI, is located at
583 D'Onofrio Drive, Madison, W iscon6n 53719).
Drsign: A-famr Analysis JOB PATH: C'ITFF-LOKIRIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: CC3
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V:01 0l "1-160174-162
Hcc 01 t
U N1EX
TC FORCE AXL BND CSI
BC FORCE AXL BND CSI
WEB FORCE AXL BND CSI
9- 2 0 0.00 0.04 0.04
8- 3 0 0.00 0.11 0.11
7- 4 0 0.00 0.22 0.22
6- 5 0 0.00 0.36 0.36
WEB FORCE WEB FORCE
RMB = 1.15
r
G STF
No. F
16442
_ STATE OF=
INDIAN
IONAL
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x3 SPF #3 (N)
GABLE STUD: 2x3 SPF #3 (N)
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
M03
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
End vertical(s) not designed for exposure
to lateral wind pressure.
L 6-3-11 L
�1 2 �4 51
0
T 3X4
2X4 2X4 2X4 2X4
TI: DGE QTY:1
==============Joint Locations===============
1) 0- 0- 0 5) 6- 3-11 9) 2- 1-15
2) 2- 1-15 6) 6- 3-11 10) 0- 0- 0
3) 3- 5-15 7) 4- 9-15
4) 4- 9-15 8) 3- 5-15
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
6- 1-15 0 0 0 BOT H-ROLL
4-7-1
1'16-3-11 T 1
10 9 8 7 6
0# 3.50" 0# 3.50"
in 6-3-11
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 ox
T M C
WAKNINti: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
TRUSS MANUFACTURING
COMPANY INC.
BRACING WARNING.
Bracing shown on this drawing is not •:en bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part of the building design which must he considered by the building designer. Bracing
WESTFI ELD IND 46074
shown is for lateral support of truss r. -rs only to reduce buckling length. Provisions must he
made In anchor lateral bracing at cnd� , specified 1—tions determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact budding designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive, Madison, Wisconsin 53719).
Design: Mmrir .lnalvsis JOB PATH. C ITF.F_-LOKIRIN
scale = 0.3750
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: DGE
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psi
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1 01 0o-160175-163
I K-.P 01
CENTEX
TC
FORCE
AXL
BND
CSI
BC
FORCE
AXL
BND
CSI
WEB
FORCE
AXL
BND
CSI
30- 2
0
0.00
0.10
0.10
29- 3
0
0.00
0.23
0.23
28- 4
0
0.00
0.41
0.41
27- 5
0
0.00
0.64
0.64
26- 6
0
0.00
0.92
0.92
25- 7
0
0.00
0.89
0.89
23- 8
0
0.00
0.68
0.68
22- 9
0
0.00
0.89
0.89
21-10
0
0.00
0.92
0.92
20-11
0
0.00
0.64
0.64
19-12
0
0.00
0.41
0.41
18-13
0
0.00
0.23
0.23
17-14
0
0.00
0.10
0.10
WEB FORCE WEB FORCE
RMB = 1.15
�pN\01 E'+ A1Rc
•�
GNo. f F
16442
STgTE OF =
INDIAN4
•, 0/"
FSS/0 N AL
/� 1j1j11/111111
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
2x4 SPF #3 (N) 6,8
2x4 SPF #1/#2 (N) 7
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLELOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
9-11-9
0-6-9
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. or a SCAB
of the same dimension and grade as web
nailed to facets) of web with 10d nails
staggered 8" o.c. SCAB or TRANSVERSE
BRACING to extend for 80% of web length.
2X6 BRACE req'd on any web exceeding 14'
denotes ONE edge or ONE face
denotes BOTH edges or BOTH faces
11: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: EGE TY:I
========== ==Joint Locations======__=======
1) 0- 0 0 12) 15-10- 0 23) 10- 6- 0
2) 2- 6- 0 13) 17- 2- 0 24) 10- 0- 0
3) 3-10- 0 14) 18- 6- 0 25) 9- 2- 0
4) 5- 2- 0 15) 21- 0- 0 26) 7-10- 0
5) 6- 6- 0 16) 21- 0- 0 27) 6- 6- 0
6) 7-10- 0 17) 18- 6- 0 28) 5- 2- 0
7) 9- 2- 0 18) 17- 2- 0 29) 3-10- 0
8) 10- 6- 0 19) 15-10- 0 30) 2- 6- 0
9) 11-10- 0 20) 14- 6- 0 31) 0- 0- 0
10) 13- 2- 0 21) 13- 2- 0
11) 14- 6- 0 22) 11-10- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
20-10- 4 0 0 0 BOT H-ROLL
10-6-0 10-6-0
Ilk 1 2 3 4 5 6 7 9 10 11 12 13 14 I
1 00 0 -I0 00
[4X61
[.)AD] 3X6 [3X61
2
9-3-9
0-6-9
'31 30 29 28 27 26 224 23 22 21 N 19 18 17 id
0# 3.50" 0# 3.50"
100 le 21-0-0 _1 1� 0-0
(R1-3-10) j I (R1-3-10)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.1875
T M C
WAKNINU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a pan of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
W H ERE QUALITY COUNTS
Additional bracing of the overall structure may be required. (See 1-1I13-91 of TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located al
S83 D'Onufno Drive, Madison. Wiw,-;; 53719).
Design: Mmro .4nnlesi.s JOB PATH: C: I TE6--LOKIflIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: EGE
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V:01.0'-()-160176-164
llf C- nl
I, GIN L t'A I
TC FORCE AXL BND CSI
1- 2 -1058 0.01 0.32 0.33
2- 3 -950 0.01 0.32 0.34
3- 4 -950 0.01 0.32 0.34
4- 5 -1058 0.01 0.32 0.33
BC FORCE AXL BND CSI
10- 9 741 0.18 0.18 0.36
9- 8 493 0.12 0.18 0.30
8- 7 493 0.12 0.18 0.30
7- 6 741 0.18 0.18 0.36
WEB FORCE WEB FORCE
2- 9 -266 3- 7 423
3- 9 423 4- 7 -266
RMB = 1.15
\O
E. '
9- s F'
No,. F
16442
srgrE of
1NDIANA
F
/O N AL ��•�`,
LAUKLNJ MOVEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x3 SPF #3 (N)
2x4 SPF #3 (N) 2,3
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.04" D=-0.04" T=-0.08"
MAX HORIZONTAL DEFLECTION:
T= 0.03"
9-11-9
0-6-9
[I: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: E QTY:3
======--======Joint Locations===============
1) 0- 0- 0 5) 21- 0- 0 9) 7- 0-10
2) 5- 3-14 6) 21- 0- 0 10) 0- 0- 0
3) 10- 6- 0 7) 13-11- 6
4) 15- 8- 2 8) 10- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 898 0 0 BOT PIN
20-10- 4 898 0 0 BOT H-ROLL
10-6-0 10-6-0 Ik
Ilk 1 2 4 5
10 00 -10 00
[5X61
WAD] [3X6)
9-3-9
0-6-9
n n
21-0-0
10 9 8 7 6
898# 3.50" 898# 3.50"
1-0-0 L 21-0-0 �� 100
(RI-3- o r (I` R1=3-i0)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
T M C
TRUSS MANUFACTURING
COMPANY INC.
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: E
Date: 2-10-00
TC Live 20.0 psf
DurFac - Lbr: 1.15
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead
10.0
psf
DurFae - Plt: 1.15
PO BOX 418
WESTFIELD IND 46074
which is a pan of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only it) reduce buckling length. Provisions must he
BC Live
0.0
psf
O.C.Spacing: 24.0"
P g
made to anchor lateral bracing at ends and specified fixations determined by the building designer.
Additional bracing of the overall structure maybe required. (See NIB-91 of TPI). For specific
$C Dead
.
I00
f
PSI`
Design Criteria: TPI
WHERE QUALITY COUNTS
tors bracing requirements, contact building designer. (Truss Plate Institute, TPI, is fixated at
Dese: TPI 1-1995
iv
583 D'OnofrioDre, Madison, Wiv:unsin53719).
TOTAL
40.0
psf
V• 0 1, 01.()0-160177-165
Design: Marrir Analysis
JOB PATH: C:ITEE-LOKIBIN
HCS 0l
U N FEX
TC FORCE AXL BND CSI
1- 2 -3624 0.29 0.26 0.55
2- 3 -3608 0.31 0.32 0.63
3- 4 -3608 0.31 0.32 0.63
4- 5 -3624 0.29 0.26 0.55
BC FORCE AXL BND CSI
11-10 2708 0.15 0.27 0.42
10- 9 1884 0.10 0.35 0.45
9- 8 1884 0.10 0.35 0.45
8- 7 1884 0.10 0.17 0.28
7- 6 2708 0.15 0.27 0.42
WEB FORCE WEB FORCE
2-10 -267 3- 7 1642
3-10 1642 4- 7 -267
3- 9 1328
RMB = 1.00
\0 E. F '�cF•,
No,.
c"
16442
STATE OF=
=fir INDIAN
O,r
���''� FSS10 N Al E�.�`•
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x6 SP MEL-23
WEBS: 2x4 SPF #3 (N)
2x4 SPF #1/#2 (N) 2,4
WEDGES: 2x4 SPF #1/#2 (N)
This 1-PLY truss designed to carry
13' 4" span framed to BC one face
21 0" span split -framed to opposite face
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.11" D=-0.11" T=-0.21"
MAX HORIZONTAL DEFLECTION:
T- 0.10"
9-3-9
0-6-9
WO:
Top Chord MUST be continuously laterally
braced (BY OTHERS) to resist buckling
PERPENDICULAR to the plane of the truss.
0: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
TI: EGR QTY:1
==============Joint Locations===============
1) 0- 0- 0 5) 21- 0- 0 9) 10- 6- 0
2) 5- 5- 2 6) 21- 0- 0 10) 5- 5- 2
3) 10- 6- 0 7) 15- 6-14 11) 0- 0- 0
4) 15- 6-14 8) 14- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -60 0- 0- 0 -60 21- 0- 0
BC Vert L+D -242 0- 0- 0 -242 21- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-14 3171 0 0 BOT PIN
20-10- 2 3171 0 0 BOT H-ROLL
10-6-0 10-6-0
Ilk 1 2 4 5
10 00 -10 00
[7X 101
[8X81 [8X81 [3X8] 5X8[8X81 [8X8]
0-6-9
I� 21-0-0
�11 10 9 8 7 -
3172# 3.75" 3172# 3.75"
21-0-0 _1
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
T M C WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.BRACING WARNING:
COMPANY INC. Bracing shown tin this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing
W ESTFI ELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must be
made m anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 tit TPI). For specific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive. Madison, Wiwonsin 53719).
Design: Matrix Analvsis JOB PATH. CATF-F_-LOXIB/N
9-3-9
scale = 0.1875
Eng. Job:
WO:
Dwg: CENTEX
Truss ID: EGR
Dsgnr: JRH
Chk:
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psi
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V:01. 1 A0-160178-166
fICS 01 t
CENTEX
TC FORCE AXL END CSI
1- 2 -1058 0.01 0.32 0.33
2- 3 -950 0.01 0.32 0.34
3- 4 -950 0.01 0.32 0.34
4- 5 -1058 0.01 0.32 0.33
BC FORCE AXL BND CSI
10- 9 741 0.18 0.18 0.36
9- 8 493 0.12 0.18 0.30
8- 7 493 0.12 0.18 0.30
7- 6 741 0.18 0.18 0.36
WEB FORCE WEB FORCE
2- 9 -266 3- 7 423
3- 9 423 4- 7 -266
RMB = 1.15
0 E. AR•,,��
S
16442
STgTE OF
04D1ANA =
oFFSs10 N AL ���� `
n -utttt�
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x3 SPF #3 (N)
2x4 SPF #3 (N) 2,3
GABLE STUD: 2x3 SPF #3 (N)
2x3 SPF #3 (N) 5, 7, 10, 12
2x3 SPF #3 (N) 6,8,11,13
2x3 SPF #1/#2 (N) 9
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.04" D=-0.04" T=-0.08"
MAX HORIZONTAL DEFLECTION:
T= 0.03"
9-11-9
0-6-9
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
T1: ESC QTY:I
======_=-=====Joint Locations===============
1) 0- 0- 0 5) 21- 0- 0 9) 7- 0-10
2) 5- 3-14 6) 21- 0- 0 10) 0- 0- 0
3) 10- 6- 0 7) 13-11- 6
4) 15- 8- 2 8) 10- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 898 0 0 BOT PIN
20-10- 4 898 0 0 BOT H-ROLL
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt -15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
10-6-0 10-6-0
1 2 4 5
10 00 -1-0.-0
[5X61
9-3-9
0-6-9
[3X61 [3X61
6
'10 9 8 7
898# 3.50"
1-0-0 iq 21-0-0
GABLE STUD PLATES (6T3 40) r
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
TRUSS MANUFACTURING
BRACING WARNING:
COMPANY INC.
Bracing shown tin this Drawing is not erection bracing, wind bracing, Portal bracing or similar bracing
PO BOX 418
which is a Part "f the building design and which must he considered by the building designer. Bracing
shown is for lateral support of truss members only tit reduce buckling length. Provisions must he
W ESTFI ELD IND 46074
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing "f the overall structure maybe required. (See HIB-91 of TPI). Fur specilic
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is b><ated at
583 D'Onofriu Drive, Madison, Wi.scv 1719),
inn t• rrrt r i-ry t nr xn
M
898# 3.50"
100
(R1-3-10)
Studs a 1-4-0 o.c.
Eng. Job:
DWg: CENTEX
Dsgnr: JRH
Chk:
TC Live
20.0
psf
TC Dead
10.0
psf
BC Live
0.0
psf
BC Dead
10.0
psf
TOTAL 40.0 psf
scale = 0.1875
Truss ID: ESC
Date: 10-11-00
DurFac - Lbr: 1.15
DurFac - Plt: 1.15
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: TPI 1-1995
CENTEX I LAURENS MODEL 1018
TC FORCE AU BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N)
1- 2 -76 0.00 0.24 0.24 BOT CHORDS: 2x4 SPF #1/#2 (N)
2- 3 -171 0.00 0.24 0.24 WEBS: 2x3 SPF #3 (N)
3- 4 -171 0.00 0.24 0.24 GABLE STUD: 2x3 SPF #3 (N)
4- 5 -76 0.00 0.24 0.24 MULTIPLE LOADS -- This design is the
composite result of multiple loads.
BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION:
10- 9 68 0.02 0.22'0.24 L/999
9- 8 68 0.02 0.22 0.24 L=-0.02" D=-0.02" T=-0.03"
8- 7 68 0.02 0.22 0.24 MAX HORIZONTAL DEFLECTION:
7- 6 68 0.02 0.22 0.24 T= 0.03"
WEB FORCE WEB FORCE
2- 9 -238 4- 7 -238
3- 8 35
RMB = 1.15
S'r
No. F
16442
STATE OF�
= 11V p1ANA
T""FS'SIO N AL � 0%
�rrrruntt�
1 -9-0
GABLE STUD PLATES
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
PO BOX 418
Bracing shown on this drawing is not erection bracing, wind bracing, Portal bracing or similar bracing
which is a Part of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is for lateral support of truss members only la reduce buckling length. Provisions must he
lateral
made to anchor bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute. TP), is boated at
583 D'Onufriu Drive. Madison. W iwonsin 53719).
Oesign: Mrrrrir AwNsis JOR PATH: CITEE-I.OKIRIN
5-3-5
0-6-9
4
--
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
0. Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: FGE QTY:1
=====___======Joint Locations===============
1) 0- 0- 0 5) 9- 9- 0 9) 1- 6-12
2) 1- 6-12 6) 9- 9- 0 10) 0- 0- 0
3) 4-10- 8 7) 8- 2- 4
4) 8- 2- 4 8) 4-10- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 6-12 450 -14 0 BOT PIN
8- 2- 4 450 0 0 BOT H-ROLL
4-10-8 4-10-8
1 2 4 5
10 00
5X4
10.00
M
L _ 9-9-0
110 9 8 7, 61
CANTI: 1-5-0 450N 3.50" 450# 3.50" CANT: 1-5-0
100
(R1-3-10)
Studs a 14-0 o.c.
0-6-9
4-7-5
Eng. Job:
Dwg: CENTEX
Dsgnr. JRH
Chk:
TC Live
20.0
TC Dead
10.0
BC Live
0.0
BC Dead
10.0
TOTAL 40.0
scale = 0.3750
WO:
Truss ID: FGE
Date: 2-10-00
psf
DurFac - Lbr: 1.15
psf
DurFac - Pit: 1.15
psf
O.C. Spacing: 24.0"
Psi`
Design Criteria: TPI
-
Code Desc: TPI 1-1995
psf
V: 1. 1 ^')-160179-167
i
HCC nI t
CENTEX
TC FORCE AXL BND CSI
1- 2 -76 0.00 0.24 0.24
2- 3 -171 0.00 0.24 0.24
3- 4 -171 0.00 0.24 0.24
4- 5 -76 0.00 0.24 0.24
BC FORCE AXL BND CSI
10- 9 68 0.02 0.22 0.24
9- 8 68 0.02 0.22 0.24
8- 7 68 0.02 0.22 0.24
7- 6 68 0.02 0.22 0.24
WEB FORCE WEB FORCE
2- 9 -238 4- 7 -238
3- 8 35
RMB = 1.15
G S TF
No. F
16442
STATE OF
IND)ANA
��'�FFSSIO N AL
�f)m1111t
,
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x3 SPF #3 (N)
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.02" D--0.02" T=-0.03"
MAX HORIZONTAL DEFLECTION:
T= 0.03"
5-3-5
0-6-9
4
WO:
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: F QTY:I
__========= ==Joint Locations===============
1) 0- 0- 0 5) 9- 9- 0 9) 1- 6-12
2) 1- 6-12 6) 9- 9- 0 10) 0- 0- 0
3) 4-10- 8 7) 8- 2- 4
4) 8- 2- 4 8) 4-10- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 6-12 450 -14 0 BOT PIN
8- 2- 4 450 0 0 BOT H-ROLL
4-10-8 4-10-8
Ilk 1 2 4 5
M
10 00
5X4
9-9-0
-10 00
M
0-6-9
4-7-5
'10 9 8 7 61
CANT: 1-5-0 450# 3.50" 450N 3.50" CANT: 1-5-0
1�0 00) 9-9-0 1.0.0
(R1-3-10) I I� �-(-R1--3--10)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.3750
T M C YY'P►KNINU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.BRACING WARNING:
COMPANY INC. Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418 which is apart of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onufriu Drive, Madison, W iscun•'- 53719).
Deign: Maim Annlvlis JOB PATH: C.ITEE-I,OKIBIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: F
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code De--: TPI 1-1995
TOTAL
40.0
psf I
V:01. i 160180-168
11CF 01 01 /XI
UEN'1 EX
TC FORCE AXL BND CSI
1- 2 241 0.03 0.06 0.09
2- 3 -1937 0.01 0.07 0.08
3- 4 -1918 0.02 0.11 0.13
4- 5 -3133 0.04 0.10 0.14
BC FORCE AXL BND CSI
10- 9 -150 0.00 0.19 0.19
9- 8 -55 0.00 0.19 0.19
8- 7 2278 0.06 0.20 0.26
7- 6 2329 0.06 0.03 0.10
WEB FORCE WEB FORCE
2- 9 -2179 4- 8 -918
2- 8 1647 4- 7 1158
3- 8 2170
RMB = 1.00
\0 E. qR'•..
No. F
16442
S7gTE OF=
car INDIANA
O
/0 N AL � 0
�} ���uuflfll
.AURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x6 SP MEL-23
WEBS: 2x4 SPF #3 (N)
2x4 SPF STUD (N) 1,5
WEDGES: 2x4 SPF #1/#2 (N)
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
2-PLY TRUSSI fasten w/10d nails in
staggered pattern per nailing schedule:
TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft
Distribute loads equally to each ply.
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.01" D=-0.01" T=-0.03"
MAX HORIZONTAL DEFLECTION:
T= 0.01"
T
4-7-5
0-6-9
Top Chord MUST be continuously laterally
braced (BY OTHERS) to resist buckling
PERPENDICULAR to the plane of the truss.
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
This 2-PLY truss designed to carry
36' 2" span framed to BC one face
21 0" span split -framed to opposite face
Tl: FGR QTY:2
==============Joint Locations===============
1) 0- 0- 0 5) 9- 9- 0 9) 1- 6-12
2) 1- 6-12 6) 9- 9- 0 10) 0- 0- 0
3) 4-10- 8 7) 8- 2- 4
4) 8- 2- 4 8) 4-10- 8
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -60 0- 0- 0 -60 9- 9- 0
BC Vert L+D -697 0- 0- 0 -697 9- 9- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
1- 6-12 4343 0 0 BOT PIN
9- 7- 4 3042 0 0 BOT H-ROLL
2-PLYS REQUIRED
4-10-8 4-10-8
1 2 4 5
10 00
[6X6)
[6X6] 3X6 [7X16I
10 00
1
4-7-5
0-6-9
3X6 [6X6]
9-9-0 I,
�10 9 8 7 6
CANT: 1-5-0 4343# 3.50" 3042t1 3.50"
9-9-0 -i.
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING
COMPANY INC.
PO BOX 418
WESTFIELD IND 46074
WHERE QUALITY COUNTS
CONTRACTOR.BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
which is a part of the building design and which must he considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Pruvisiuns must he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIS-91 ol'TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute. TPI, is located al
583 D'Onofrio Drive, Madison, Wisconsin 53719).
Design: Mairiv AnaNsis JOB PATH,- C ITEE-LOKIRIN
scale = 0.3750
Eng. Job:
WO:
Dwg: CENTEX
Truss ID: FGR
Dsgnr: JRH
Chk:
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1 - 160181-169
11CC 01 01 -
CENTEX
TC FORCE AXL BND CSI
1- 2 -2135 0.21 0.75 0.96
2- 3 -1935 0.06 0.84 0.91
3- 4 -2175 0.07 0.32 0.39
4- 5 -4011 0.17 0.39 0.56
5- 6 -3495 0.19 0.47 0.66
BC FORCE AXL BND CSI
12-11 1678 0.34 0.44 0.78
11-10 1185 0.24 0.44 0.68
10- 9 1185 0.24 0.26 0.50
9- 8 2113 0.42 0.26 0.69
8- 7 3242 0.65 0.20 0.85
WEB FORCE WEB FORCE
2-11 -431 4- 9 -960
3-11 697 4- 8 1940
3- 9 1168 5- 8 -1407
RMB = 1.15
0 E!4. +ARc
Q� N°F�c�;"
16442
STATE OFF
!ND{AN
pFFSS�O N AL
n �arerfu
LAURENS MODEL 1018
TOP CHORDS: 2x4 SP 240OF-2.OE
2x4 SPF #1/#2 (N) 1,2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SPF STUD (N)
2x4 SPF #1/#2 (N) 2,3
2x4 SPF #3 (N) 5
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.22" D=-0.21" T=-0.43"
MAX HORIZONTAL DEFLECTION:
T= 0.13"
WO:
(1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: G TY:5
==============Joint Locations===============
1) 0- 0- 0 5) 28- 2- 0 9) 21- 3-12
2) 8- 2-13 6) 36- 2- 0 10) 16- 2- 0
3) 16- 1- 0 7) 36- 2- 0 11) 10-10- 4
4) 24- 0-11 8) 28- 2- 0 12) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1506 0 0 BOT PIN
36- 0- 4 1566 0 0 BOT H-ROLL
16-1-0 12-1-0 8-0-0
1 2 4 6
08 0 -8 00 4 00
[6X61
n
36-2-0
12 11 10 9 8 7
1507# 3.50" 1567# 3.50"
1-0-0 36-2-0 � 2-0-0
e I
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1250
T M C
YYHKIVIIVCi: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is apart of the building design and which must he considered by the building designer. Bracing
W ESTFI ELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions mast he
made to anchor lateral bracing at ends and specified locations determined by the building designer.
WHERE QUALITY COUNTS
Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific
truss bracing requoern nls, contact building designer. (Truss Plate Instimte, TPI, is located at
183 D'Onoliio Drive, Madison, Wiscuns+- 51719).
Design: Maim AmAsis JOB PATH. CrtTEE-/JJKIRI.v
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: G
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - PIt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code De-: TPI 1-1995
TOTAL
40.0
psf
V 1.01 160182-170
lire M n1 41
l CIN l GA
TC FORCE AXL BND CSI
1- 2 -2135 0.21 0.75 0.96
2- 3 -1935 0.06 0.84 0.91
3- 4 -2175 0.07 0.32 0.39
4- 5 -4011 0.17 0.39 0.56
5- 6 -3495 0.19 0.47 0.66
BC FORCE AXL BND CSI
12-11 1678 0.34 0.44 0.78
11-10 1185 0.24 0.44 0.68
10- 9 1185 0.24 0.26 0.50
9- 8 2113 0.42 0.26 0.69
8- 7 3242 0.65 0.20 0.85
WEB FORCE WEB FORCE
2-11 -431 4- 9 -960
3-11 697 4- 8 1940
3- 9 1168 5- 8 -1407
RMB = 1.15
%ON\o„ E„q,Rc
S'r
16442
STATE OF
IND)ANA
T"''S8 ON AL
LAUKENN MUDEL 1018
TOP CHORDS: 2x4 SP 240OF-2.OE
2x4 SPF #1/#2 (N) 1,2
BOT CHORDS: 2x4 SP #2
WEBS: 2x4 SPF STUD (N)
2x4 SPF #1/#2 (N) 2,3
2x4 SPF #3 (N) 5
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.22" D=-0.21" T=-0.43"
MAX HORIZONTAL DEFLECTION:
T= 0.13"
11-8-6
0-4-9
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
TI: GI TY:3
==============Joint Locations===============
1) 0- 0- 0 5) 28- 2- 0 9) 21- 3-12
2) 8- 2-13 6) 36- 2- 0 10) 16- 2- 0
3) 16- 1- 0 7) 36- 2- 0 11) 10-10- 4
4) 24- 0-11 8) 28- 2- 0 12) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 1446 0 0 BOT PIN
36- 0- 4 1566 0 0 BOT H-ROLL
16-1-0 12-1- 8-0-0
1 2 4 6
8 00 -8 00 -4 00
[6X61
L-J - fJAV3 JAV YAO
n M
L' 36-2-0
�12 11 10 9 8 7
1447# 3.50" 1567# 3.50"
ie 36-2-0 2-0-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
•T
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made n) anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required (See HIB-91 of TPQ. For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onufrio Drive, Madison, Wisconsin 53719).
Design: Mara Annlvsis JOB PA Tit, C1 TEE-LOXIBI:Y
scale = 0.1250
Eng. Job:
WO:
Dwg: CENTEX
Truss ID: G1
Dsgnr: JRH
Chk:
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Desc: TPI 1-1995
TOTAL
40.0
psf
V: 1.01 16 18 -171
11C: 01.01.1,
CENTEX
TC FORCE AXL BND CSI
BC FORCE AXL BND CSI
WEB FORCE AXL BND CSI
5- 2 0 0.00 0.02 0.02
4- 3 0 0.00 0.04 0.04
WEB FORCE WEB FORCE
RMB = 1.15
E.
S T,&-
No. F
16442
STATE OF
= �Np1AN
A <
a"
N AL `��•�`•
�f�uuffu�
LAURENS MODEL
1018
TOP CHORDS: 2x4 SPF #1/#2
(N)
BOT CHORDS: 2x3 SPF #1/#2
(N)
WEBS: 2x3 SPF #3
(N)
GABLE STUD: 2x3 SPF #3
(N)
All COMPRESSION Chords are assumed
to be
continuously braced unless noted otherwise
0-4-9
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.-15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: HGE QTY:2
==============Joint Locations==========___==
1) 0- 0- 0 3) 4- 0- 0 5) 2- 6- 4
2) 2- 6- 4 4) 4- 0- 0 6) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
3-10- 4 0 0 0 BOT H-ROLL
U 4-0-0 L
�1 2 3
4 00
2X4
2X
1-8-9
3X4 2X4 2X4
4-0-0
6 5 4
0# 3.50" 0# 3.50"
2-0-0 4-0-0 -1
(R2-1-5) a
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.7500
T
WAKNINIU: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shnwn ton this drawing is nut erection bracing, wind bracing, pnrtal bracing or similar bracing
PO BOX 418
which is a pan of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is fur lateral support of truss members "nly too reduce buckling length. Pr"visinns must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). Fur specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onofrio Drive, Madison, Wiuunsi� s1719).
Design: M(ant Amivsis JOB PA"I C ITEE-LOKIHOME/-
Eng. Job:
Dwg: CENTER
Dsgnr: JRH Chk:
WO:
Truss ID: HGE
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac -Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Deq-: TPI 1-1995
TOTAL
40.0
psf
1. 1 l 425- 35
nC� nr 01 W
CENTEX
TC
FORCE
AXL BND CSI
BC
FORCE
AXL BND CSI
WEB
FORCE
AXL BND CSI
9- 2
0
0.00 0.07 0.08
8- 3
0
0.00 0.20 0.20
7- 4
0
0.00 0.07 0.08
WEB FORCE WEB FORCE
RMB = 1.15
��INlllra'rfi
0 E.
G S rf cF
Q No. F
16442
STATE OF
-�` INDIANA
=
o
/O N Al
n ���fl till 111
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
4-1-2
0-6-9
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt-15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI:IGE QTV:I
==============Joint Locations===============
1) 0- 0- 0 5) 6-11- 0 9) 2- 1- 8
2) 2- 1- 8 6) 6-11- 0 10) 0- 0- 0
3) 3- 5- 8 7) 4- 9- 8
4) 4- 9- 8 8) 3- 5- 8
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
6- 9- 4 0 0 0 BOT H-ROLL
3-5-8 3-5-8
1 2 4 5
10 00 -10 00
5X4
:1/�1►:
0-6-9
3-5-2
11
'10 9 8 7 6'
0# 3.50" 0# 3.50"
(� 1-0-0 6-11-0 j� 1-0-0
I (R1-3-10) I (RI-
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.5000
T M C
WAKNIN(a: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
TRUSS MANUFACTURING
BRACING WARNING:
COMPANY INC.
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part "f the building design and which must he considered by the building designer. Bracing
W ESTFI ELD IN D 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made to anchor lateral bracing al ends and specified locations determined by the building designer.
Additional bracing of the overall structure may be required. (See HIB-91 W TPI). For spccitic
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onotriu Drive, Madison, W iscar-1719).
Dais": .ifal"t JOR 111711: ("-�IICf`-!.I)ti'•Rl,V
Eng. Job:
Divg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: IGE
Date: 10-11-00
TIC Live
20.0
psf
DurFac - Lbr: 1.15
TIC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code Def-: TPI 1-1995
TOTAL
40.0
psf
V: 1.0', 306821- 5
1f!-s /1ul (YI
CEN1'EX
TC FORCE AXL BND CSI
1- 2 -2050 0.08 0.17 0.25
2- 3 -2050 0.08 0.17 0.25
BC FORCE AXL BND CSI
6- 5 1545 0.06 0.21 0.28
5- 4 1545 0.06 0.21 0.28
WEB FORCE WEB FORCE
2- 5 2335
RMB = 1.00
O
S
No. F
16442
STATE OFF
INDIAN
/O N AL ��;•�`•
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x8 SP MEL-23
WEBS: 2x4 SPF #1/#2 (N)
+ Denotes 90 degree plate orientation.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
MAX LIVE LOAD DEFLECTION:
L/999
L=-0.02" D=-0.02" T=-0.03"
MAX HORIZONTAL DEFLECTION:
T= 0.02"
3-5-2
0-6-9
PA11611
Top Chord MUST be continuously laterally
braced (BY OTHERS) to resist buckling
PERPENDICULAR to the plane of the truss.
[1: Plate OFFSET from joint center. Refer
to Joint Detail Report.
This 1-PLY truss designed to carry
361 21' span framed to BC one face
21 0" span split -framed to opposite face
TI:IGR QTY:1
==============Joint Locations===============
1) 0- 0- 0 3) 6-11- 0 5) 3- 5- 8
2) 3- 5- 8 4) 6-11- 0 6) 0- 0- 0
------------ TOTAL DESIGN LOADS ------------
Uniform PLF From PLF To
TC Vert L+D -60 0- 0- 0 -60 6-11- 0
BC Vert L+D -697 0- 0- 0 -697 6-11- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 2619 0 0 BOT PIN
6- 9- 4 2619 0 0 BOT H-ROLL
3-5-8 3-5-8
1 3
10 00
[6X61
[6X6] [3X12]
■
10 00
'6 5
2620# 3.50"
6-11-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
WARNING: READ ALL NOTES ON THIS SHEET.
T M C
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.
COMPANY INC. BRACING WARNING:
Bracing shown on this Drawing is not erection bracing, wind bracing, papal bracing or similar bracing
PO BOX 418 which is a pan of the building design and which must be considcrcd by the building designer. Bracing
WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made u, anchor lateral bracing at ends and specified Imations determined by the building designer.
Additional bracing of the overall structure may he required. (See H IB-91 of TPI). For .cpccific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is fixated at
583 D'Onutrio Drive, Madison, Wiscor`- S3719).
DrsignMmrir AnnNsis 108 PATH: CATF_F.-LOKUNN
0-6-9
[6X6]
41
26201/ 3.50"
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH
TC Live
TC Dead
BC Live
BC Dead
TOTAL
3-5-2
Chk:
20.0 psf
10.0 psf
0.0 psf
10.0 psf
40.0 psf
scale = 0.5000
Truss ID: IGR
Date: 10-11-00
DurFac - I.br: 1.15
DurFac - Pit: 1.15
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: TPI 1-1995
V:01.0 306822- 6
rwmK
CENTEX
I
LAURENS MODEL 1018
TC
FORCE
AXL
BND CSI
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
BC
FORCE
AXL
BND CSI
WEBS: 2x4 SPF STUD (N)
MULTIPLE LOADS -- This design is the
WEB
FORCE
AXL
BND CSI
composite result of multiple loads.
3- 2
0
0.00 0.03 0.03
WEB
FORCE
WEB
FORCE
RMB = 1.15
{{{{11111ff ff
0 E. qR•,,��
No, c�
16442
S7grE OFr
1 N DIAN
A
D
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt —15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: JGE QTY:I
==============Joint Locations===============
1) 0- 0- 0 3) 4- 0- 8
2) 4- 0- 8 4) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 -11 0 BOT PIN
3-11-12 0 0 0 BOT H-ROLL
4-0-8 L
1
4 00
2X
FTI
1-8-4
3X4 2X4
0-1-8
3-11-0
4
3
0# 3.50"
0# 1.50"
1-0-0 ele 4-0-8
(" (RI-0-10) r
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Studs CST 1-4-0 o.c.
scale = 0.7500
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
Dwg: CENTEX
WO:
Truss ID: JGE
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
I
Dsgnr: JRH Chk:
Date: 10-11-00
CONTRACTOR.
TIC Live 20.0
psf
DurFac - Lbr: 1.15
TRUSS MANUFACTURING
COMPANY INC.
BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TIC Dead 10.0
psf
DurFae - Plt: 1.15
PO BOX 418
which is a pan ul the building design and which mast he considered by the building designer. Bracing
BC Live 0.0
P sf
O.C. Spacing: 24.0"
WESTFIELD IND 46074
he
must ne
shown is for lateral support of true members only t" reduce buckling length. a building
made w anchor lateral bracing at ends and specified locations determined by the building designer.
BC Dead 10.0
psf
Design Criteria: TPI
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
Code D,, --: TPI 1-1995
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onolrio Drive. Madison. Wiser-1719).
TOTAL 40.0
psf
V:01.0-306823- 7
l)rriwr dlnnn 1"nl�cir
l0f7 P1711 r-•71! 101 If/\
It, ` ,. ,
ULN l EX I LAURENS MODEL 1018
TC FORCE AXL BND CSI TOP CHORDS- 2x4 SPF #1/#2 (N)
1- 2 31 0.01 0.23 0.24 BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF STUD (N)
BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION:
4- 3 0 0.00 0.08 0.08 L/999
L=-0.01" D=-0.01" T=-0.01"
WEB FORCE WEB FORCE MAX HORIZONTAL DEFLECTION:
2- 3 -108 T= 0.01"
RMB = 1.15
0 E
` N AR
c
Q� NoEFF',
16442
STATE OF ifs
1NDIAN
FSSIO N Al
M1
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
TI: J QTY:I I
==============Joint Locations===============
1) 0- 0- 0 3) 4- 0- 8
2) 4- 0- 8 4) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 221 0 0 BOT PIN
3-11-12 1131 0 0 HOT H-ROLL
4-0-8
1 2
4 0000
0-1-8
3-11-0
4 3
222# 3.50" 162N 1.50"
1-0-0 4-0-8 -�
(° (R1-0-10)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
T M C
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CENTEX Truss ID: J
CONTRACTOR. Dsgnr: JRH Chk: Date: 10-11-00
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 10.0 pSr DurFac - Pit: 1.15
PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing BC Li00 sf O.C. Spacing: 24.0"
shown is for lateral support of truss member Live .
only to reduce buckling length. Provisions must he p
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific BC Dead 10.0 pSr
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at Code Desc: TPI 1-1995
583 D'Onofrio Drive, Madison, Wiscon,;- 53719). TOTAL 40.0 pSf V •01.0-306825- 8
JOR PATH: C.-ITF.F-l.0KY11N I1CS nl ql
CENTEX I
TC FORCE AXL BND CSI
1- 2 22 0.01 0.12 0.13
BC FORCE AXL BND CSI
4- 3 0 0.00 0.04 0.04
WEB FORCE WEB FORCE
2- 3 -81
RMB = 1.15
,��wrrrrrlrr,
ST c
. No, f F
16442
STATE OF
INDIAN
A
/0 N M- �00`�
jj1irru%
LAURENS MODEL 1018
TOP CHORDS: 2x4 SPF #1/#2 (N)
BOT CHORDS: 2x4 SPF #1/#2 (N)
WEBS: 2x4 SPF STUD (N)
MAX LIVE LOAD DEFLECTION:
L/999
L= 0.00" D= 0.0011 T= 0.00"
MAX HORIZONTAL DEFLECTION:
T= 0.00"
0-4-1
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
TI: JI QTY:3
==============Joint Locations===============
1) 0- 0- 0 3) 3- 0- 8
2) 3- 0- 8 4) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 181 0 0 SOT PIN
2-11-12 121 0 0 BOT H-ROLL
3-0-8
�1 2
04 0
2X T1-4-4
3X4 2X4
0-1-8
2-11-0
4 3l
182# 3,50" 122# 1.50"
1-0-0 3-0-8
r (R1-0-10)
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7500
T M C
TRUSS MANUFACTURING
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
1VO:
Truss ID: J1
Date: 10-11-00
TC Live 20.0 psf
DurFac - Lbr: 1.15
COMPANY INC.
BRACING WARNING:
Bracing shown on this Drawing is not erection hracing, wind bracing, portal bracing or similar bracing
TC Dead
10.0
p sf
DurFac - Pit: 1.15
PO BOX 418
which is a part ut the building design and which must he considered by the building designer. Bracing
BC Live
0.0
Psi`
P
O.C. Spacing: 24.0"
WESTFIELD IND 46074
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made w anchor lateral bracing at ends and specified locations determined by the building designer.
BC Dead
10.0
psf
er Design Criteria: TPI
Additional bracing(it the overall structure may he required. (See HIB-91 of TPI). For specific
_
Code DP"^( TPI I-199a
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute. TPI, is located at
583 D'Onutrio Drive, Madison. Wiwi), 1719).
TOTAL
40.0
psf
V:01.(). 306826- 9
MR P1711 i 11! /!14 RIV
fll'1 ri,......
CENTEX
TC FORCE AXL BND CSI
BC FORCE AXL BND CSI
WEB FORCE WEB FORCE
RMB = 1.15
•`Q= No. F11
16442
STATE OF
=fir 1Np1ANA
O
FFSSIO N NL
LAURENS MODEL 1018
TOP CHORDS: 2x3 SPF #1/#2 (N)
BOT CHORDS: 2x3 SPF #1/#2 (N)
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: VA011008 QTYA
==============Joint Locations===============
1) 0- 0- 0 3) 3- 0- 0 5) 0- 0- 0
2) 1- 6- 0 4) 3- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
2-10- 4 0 0 0 BOT H-ROLL
1-6-0 k 1-6-0
Ilk 1 1 3
10 00 -10 00
2X5
T
1-3-6
1-3-6
0-0-6
0-0-6
2X5 2X5
3-0-0
5 4
0# 3.50" 0# 3.50"
F 3-0-0
EXCEPT AS SHOWN PLATES
ARE TL20 GA TESTED PER ANSI/TPI 1-1995
Studs ® 4-2-0 o.c.
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Dwg: CENTEX
CONTRACTOR.
Dsgnr: JRH Chk:
TRUSS MANUFACTURING
BRACING WARNING:
TC Live 20.0
psf
COMPANY INC.
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead 10.0
psf
PO BOX 418
W ESTFI ELD IND 46074
which is a part of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
BC Live 0.0
psf
made to anchor lateral bracing at ends and specified hwations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPH. For specific
$C Dead 10.0
psf
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI. is heated at
583 D'Onofriu Drive, Madis(,n, Wisconsin 53719).
TOTAL 40.0
psf
Design: MMrarit Analysis
JOB PATH. C, ITF_F-C.OXIBIN
scale = 0.7500
WO:
Truss ID: VA011008
Date: 2-10-00
DurFac - Lbr: 1.15
DurFac - Pit: 1.15
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Desc: TPI 1-1995
IQ�'lt„It�
CENTEX
TC
FORCE
AXL
BND CSI
BC
FORCE
AXL
BND CSI
WEB
FORCE
AXL
BND CSI
5- 2
0
0.00 0.37 0.37
WEB
FORCE
WEB
FORCE
RMB = 1.15
N�0 ,E �101Ar1,r''
R01
G S Tt ''�
No. c�
16442
—STq E OF =
IN DIA NA`
�4
O �C,\
���' FFSS/OVAL �,.•
LAURENS MODEL 1018
TOP CHORDS: 2x3 SPF #1/#2 (N)
BOT CHORDS: 2x3 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
MULTIPLE LOADS -- This design is the
composite result of multiple loads
2-7-6
0-0-6
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
Wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
Ti: VA021008 QTY:1
==============Joint Locations===============
1) 0- 0- 0 3) 6- 2- 6 5) 3- 1- 3
2) 3- 1- 3 4) 6- 2- 6 6) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
6- 0-10 0 0 0 BOT H-ROLL
3-1-3 k 3-1-3 L
�1 f 3
10 00 -10 00
4X4
2X5 2X4 2X5
2-7-6
0-0-6
0# 3.50" 0# 3.50"
6-2-6 -�
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 4-2-0 o.c.
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
Eng. Job:
Dwg: CENTEX
I
CONTRACTOR.
Dsgnr: JRH Chk:
TC Live 20.0 psf
TRUSS MANUFACTURING
BRACING WARNING:
COMPANY INC.
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead 10.0 psf
PO BOX 418
which is a part or the building design and which must he considered by the building designer. Bracing
Live BC Li0.0
W ESTFI ELD IN D 46074
shown is for lateral support or truss members only to reduce buckling length. Provisions must he
psf
P
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing
BC Dead 10.0 sf
p
WHERE QUALITY COUNTS
or the overall structure maybe required. (Ste HIB-91 nr TPI). For spccific
truss bracing requirements, cumact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onorrio Drive, Madison, Wiwon•;- M19).
TOTAL 40.0 psf
Desi,en: Mnrrir AnnAsis JOB PATH C ITEE-VOKIBIN
scale = 0.7500
Truss ID: VA021008
Date: 2-10-00
DurFac - Lbr: 1.15
DurFac - Plt: 1.15
O.C. Spacing: 24.0"
Design Criteria: TPI
Code Detw: TPI 1-1995
Il(-.S 01 Ill 01
TC
FORCE
AXL
BND CSI
BC
FORCE
AXL
BND CSI
WEB
FORCE
AXL
BND CSI
5- 2
0
0.00 0.89 0.89
WEB
FORCE
WEB
FORCE
RMB = 1.15
t; S TF
No. F
16442
STATE OF=
INDIANA
17;
FSS10 N Al
LAURENS MODEL 1018
TOP CHORDS: 2x3 SPF #1/#2 (N)
BOT CHORDS: 2x3 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
MULTIPLE LOADS -- This design is the
composite result of multiple loads
3-11-6
0-0-6
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise.
wind analysis based on: ASCE-Combined, V= 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: VA031008 QTY:1
==============Joint Locations===============
1) 0- 0- 0 3) 9- 4-13 5) 4- 8- 7
2) 4- 8- 7 4) 9- 4-13 6) 0- 0- 0
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
9- 3- 1 0 0 0 BOT H-ROLL
4-8-7 4-8-7
1 3
10 00 10 00
4X4
2X5 2X4 2X5
3-11-6
0-0-6
T_
9-4-13
6 5
0# 3.50" 0# 3.50"
9-4-13 -1
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 4-2-0 o.c. scale = 0.5000
T M C
WARNING: READ ALL NOTES ON THIS SHEET.
Eng. Job:
Dwg: CENTEX
WO:
Truss ID: VA031008
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
I
Dsgnr: JRH
Chk:
Date: 2-10-00
CONTRACTOR.
TRUSS MANUFACTURING
TC Live
20.0
psf
DurFac - Lbr: 1.15
COMPANY INC.
BRACING WARNING:
Bracing shown on this drawing is our erection bracing. wind hracing, portal bracing or similar bracing
TC Dead
10.0
psf
DurFac - Pit: 1.15
PO BOX 418
which is apart of the building design and which must he considered by the building designer. Bracing
BC Live
0.0
psf
O.C.S acing : 24.0"
P g
WESTFIELD IND 46074
it) is (or lateral support of truss members only , reduce buckling length. Provisions must he
made to anchor lateral bracing at ends and specirted fixations determined by the building designer.
BC Dead
10.0
psf
Design Criteria: TPI
Additional bracing of the overall structure may he required. (See HID-91 of TPI). For specific
Code Desc• TPI 1-1995
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is fixated at
583 D'Onufriu Drive, Madison. Wisconsin 53719).
JOB PATHS C-ITFF-LOKMN
TOTAL
40.0
psf
`: 1 .1 fi0187-17S
llf"ti ill !ll �.�
Design: Mruri.r Annlvsis
CENTEX
TC
FORCE
AXL BND CSI
BC
FORCE
AXL BND CSI
WEB
FORCE
AXL BND CSI
10- 2
0
0.00 0.08 0.09
8- 3
0
0.00 0.79 0.79
7- 4
0
0.00 0.08 0.09
WEB FORCE WEB FORCE
RMB = 1.15
�0E.Ac�
No. F
16442
STATE OF _
=fir INDIAN _
/0 N AL
,AURENS MODEL 1018
TOP CHORDS: 2x3 SPF #1/#2 (N)
BOT CHORDS: 2x3 SPF #1/#2 (N)
GABLE STUD: 2x3 SPF #3 (N)
[I: Plate OFFSET from joint center. Refer
to Joint Detail Report.
All COMPRESSION Chords are assumed to be
continuously braced unless noted otherwise
5-3-6
0-0-6
WO:
2X4 TRANSVERSE BRACING nailed flat to edge
of web with 12d nails at 8" o.c. TRANSVERSE
BRACING to extend for center 80% of length.
Analysis based on Simplified Analog Model.
MULTIPLE LOADS -- This design is the
composite result of multiple loads.
Wind analysis based on: ASCE-Cowbined, V- 75
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
TI: VA041008 TY:1
=------ =-- ==Joint Locations===============
1) 0 0- 0 5) 12- 7- 3 9) 6- 0- 0
2) 2- 3-10 6) 12- 7- 3 10) 2- 3-10
3) 6- 3-10 7) 10- 3-10 11) 0- 0- 0
4) 10- 3-10 8) 6- 3-10
----MAX. REACTIONS PER BEARING LOCATION-----
X-Loc Vert Horiz Uplift Y-Loc Type
0- 1-12 0 0 0 BOT PIN
12- 5- 7 0 0 0 BOT H-ROLL
6-3-10 6-3-10 Ilk
1 2 4 5
10 00 -10 0000
[5X41
2X5 2X4 2X4 2X4 2X5
2X5
5-3-6
0-0-6
� 12-7-3
11 10 9 8 7 6
0B 3.50" ON 3.50"
`e 12-7-3
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 2-0-0 o.c. scale = 0.3750
T M C
TRUSS MANUFACTURING
WARNING: READ ALL NOTES ON THIS SHEET-
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.
BRACING WARNING:
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: VA041008
Date: 2-10-00
TC Live 20.0 psf
DurFac - Lbr: 1.15
COMPANY INC.
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
TC Dead
10.0
psf
DurFae - Pit: 1.15
PO BOX 418
which is a part of the building design and which must be considered by the building designer. Bracing
shown is for lateral support of truss members only to reduce buckling length. Provisions must he
BC Live
0.0
psf
O.C. Spacing: 24.0"
W ESTFI ELD IND 46074
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing
BC Dead
10.0
p sf
Design Criteria: TPI
WHERE QUALITY COUNTS
of the overall structure may he required. (See H IB-9I of TPI). For specific
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
Code Dese• TPI 1-1995
583 D'Onofrio Drive, Madison, Wiscun^- 537I9).
TOTAL
40.0
psf
V• 1-160188-176
Design: Matrir Anatvsis
JOB PAT11: CITE£-I.O KIBIN
1lC W tN W
CENTEX
I
LAURENS MODEL 1018
WO:
TI: VA051008 TY:1
TC
FORCE
AXL
BND
CSI
TOP CHORDS: 2x3 SPF #1/#2 (N)
2X4 TRANSVERSE BRACING nailed flat to edge
==============Joint Locations===============
BOT CHORDS: 2x3 SPF #1/#2 (N)
of web with 12d nails at 8" o.c. TRANSVERSE
1)
0-0- 0
5) 15- 9- 8 9) 3-10-12
BC
FORCE
AXL
BND
CSI
GABLE STUD: 2x3 SPF #3 (N)
BRACING to extend for center 80% of length.
2)
3-10-12
6) 15- 9- 8 10) 0- 0- 0
2x3 SPF #1/#2 (N) 2
Analysis based on Simplified Analog Model.
3)
7-10-12
7) 11-10-12
WEB
FORCE
AXL
BND
CSI
MULTIPLE LOADS -- This design is the
[1: Plate OFFSET from joint center. Refer
4)
11-10-12
8) 7-10-12
9- 2
0
0.00
0.28
0.28
composite result of multiple loads.
to Joint Detail Report.
----MAX.
REACTIONS PER BEARING LOCATION-----
8-3
0
0.00
0.72
0.72
All COMPRESSION Chords are assumed to be
X-Loc Vert
Horiz Uplift Y-Loc Type
7- 4
0
0.00
0.28
0.28
Wind analysis based on: ASCE-Combined, V= 75
continuously braced unless noted otherwise.
0-
1-12 0
0 0 BOT PIN
MPH, I-0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
15-
7-12 0
0 0 BOT H-ROLL
WEB
FORCE
WEB FORCE
internal pressure coef. I, interior zone.
RMB = 1.15
`o%"\o E r„r,,.
No. F
16442
STgTE OFF
1NDIANA
-.''FFSS�O
6-7-5
I
0-0-6
7-10-12 k7-10-12
Ilk 1 2 4 5
10 0000 -10 00
[5X41
2X5 2X4 4X4 2X4
0-0-6
2X5
T
1
_ _ 15-9-8 I,
�10 9 8 7 6
0# 3.50" 0# 3.50"
-- 15-9-8 -1
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs C 2-0-0 o.c
T M C
WAKNIN(a: READ ALL NOTES ON THIS SHEET.
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR.BRACING
TRUSS MANUFACTURING
COMPANY INC.
WARNING:
Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing
PO BOX 418
which is a part of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074
shown is for lateral support (if truss members only it) reduce buckling length. Provisions must be
made to anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific
WHERE QUALITY COUNTS
truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is located at
583 D'Onufrio Drive, Madison, Wiscu, 53719).
D,ri,esMatrir Annlcrir JOB PATII: C-ITRE-f.OK'RI.V
scale = 0.2500
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: VA051008
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Plt: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code D---: TPI 1-1995
TOTAL
40.0
psf
V: 1-160189-177
IlCc of o/ !v,
CENTEX
I
LAURENS MODEL 1018
WO:
T1: VA061008 TY:I
TC
FORCE
AXL
BND
CSI
TOP CHORDS: 2x3 SPF #1/#2 (N)
2X4 TRANSVERSE BRACING nailed flat to edge
== --==========Joint
Locations===============
BOT CHORDS: 2x3 SPF #1/#2 (N)
of web with 12d nails at 8" o.c. TRANSVERSE
1) 0-
0- 0
5) 19-
0- 0 9) 5- 2-13
BC
FORCE
AXL
BND
CSI
GABLE STUD: 2x3 SPF #3 (N)
BRACING to extend for center 80% of length.
2) 5-
2-13
6) 19-
0- 0 10) 0- 0- 0
2x3 SPF #1/#2 (N) 2
Analysis based on Simplified Analog Model.
3) 9-
6- 0
7) 13-
9- 3
WEB
FORCE
AXL
BND
CSI
MULTIPLE LOADS -- This design is the
[1: Plate OFFSET from joint center. Refer
4) 13-
9- 3
8) 9-
6- 0
9- 2
0
0.00
0.35
0.35
composite result of multiple loads.
to Joint Detail Report.
----MAX.
REACTIONS PER BEARING LOCATION-----
8-3
0
0.00
0.69
0.69
All COMPRESSION Chords are assumed to be
X-Loc
Vert
Horiz
Uplift Y-Loc Type
7- 4
0
0.00
0.35
0.35
Wind analysis based on: ASCE-Combined, V= 75
continuously braced unless noted otherwise.
0- 1-12
0
0
0 BOT PIN
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
18-10- 4
0
0
0 BOT H-ROLL
WEB
FORCE
WEB
FORCE
internal pressure coef. I, interior zone.
RMB = 1.15
E.
A �
0 E
.` oN R
G STf F ;
No. c�
16442
STATE OF`=
1NDIAN
,off A
O
11iaunut
' —
7-10-6
0-0-6
9-6-0, 9-6-0
1 2 4 5
10 00 -10 -0
2X5 2X4 4X5 2X4
0-0-6
2X5
19-0-0 L
110 9 8 7 6�
0# 3.50" Ott 3.50"
�- 19-0-0 -
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 1-4-0 o.c. scale = 0.2500
WAKNINU: READ ALL NOTES ON THIS SHEET.
T M C
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
TRUSS MANUFACTURING CONTRACTOR.
COMPANY INC. BRACING WARNING:
Bracing shown on this drawing is not erection bracing, wind hracing, portal bracing or similar bracing
PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing
WESTFIELD IND 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he
made m anchor lateral bracing at ends and specified locations determined by the building designer.
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). Fur specific
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute, TPI, is heated at
583 D'Onofrio Drive, Madison, Wiscr 1719).
Drri,en: Mmrir An,A,is JOB PATH CITFF-1.OR'VNIN
Eng. Job:
Dwg: CENTEX
Dsgnr: JRH Chk:
WO:
Truss ID: VA061008
Date: 2-10-00
TC Live
20.0
psf
DurFac - Lbr: 1.15
TC Dead
10.0
psf
DurFac - Pit: 1.15
BC Live
0.0
psf
O.C. Spacing: 24.0"
BC Dead
10.0
psf
Design Criteria: TPI
Code ID TPI 1-1995
TOTAL
40.0
psf
V 1. . •160190-178
!l(C 1), 'I /Y