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# Components: 36
Job Name: 24331E11 WO: 24331E11
T M C PULTE HOMES OF INDIANA Customer: 1214 WOE:
Designer: JOA Checker: Date: 2-13-02 9:36:06
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 Plt DurFac: 1.15
PO BOX 418 ELEVATION I BC Live 0.0 Spacing: 24.0"
WESTFIELD IND 46074 NO OPTIONS BC Dead 10.0 Design Criteria: TP1
WIII:RI:QUALITY COI'NTS
TOTAL 40.0 PSF V:01.01.00 - 24231E11
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Job Name: 24331E1A WO: 24331E1A
T M C PULTE HOMES OF INDIANA Customer: 1214 WOE:
Designer: JOA Checker: Date: 2-13-02 9:37:00
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 PIt DurFac: 1.15
PO BOX 418 ELEVATION 1 BC Live 0.0
24.0"
WESTFIELD IND 46074 Spacing:
VAULTED CEILING MASTER BEDROOM BC Dead 10.0 Design Criteria: TPI
WIIIikIi QIiALrrY('UI'NTS
TOTAL 40.0 PSF V:01.01.00 - 24231 E1 A
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k** NOT TO SCALE *** I 1 t Components: 50
Job Name: 24332E11 WO: 24332E11
T M C PULTE HOMES OF INDIANA Customer: 1214 WOE:
Designer: JOA Checker: Date: 2-13-02 9:37:38
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 Plt DurFac: 1.15
PO BOX 418 ELEVATION 2 BC Live o.o Spacing: 24.0"
WESTFIELD IND 46074 NO OPTIONS BC Dead 10.0 Design Criteria: TPI
WII112G QIIAI_ITY COUNTS
TOTAL 40.0 PSF V:01.01.00 - 24232E11
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Job Name: 24332E1A WO: 24332E1A
T M C PULTE HOMES OF INDIANA Customer: 1214 WOE:
Designer: .IOA Checker: Date: 2-13-02 9:38:20
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 Plt DurFac: 1.15
PO BOX 418 ELEVATION 2 BC Live 0.0 Spacing: 24.0"
WESTFIELD IND 46074 VAULTED CEILING MASTER BEDROOM BC Dead 10.0 g
Desi n Criteria: TPI
WIILRE QUALITY COUNTS
TOTAL 40.0 PSF V:01.01.00 - 24232E1A
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`** NOT TO SCALE *** # Components: 46
Job Name: 24333E11 WO: 24333E11
T M C PULTE HOMES OF INDIANA Customer: 1214 WOE:
Designer: JOA Checker: Date: 2-13-02 9:38:54
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 PIt DurFac: 1.15
PO BOX 418 ELEVATION 3 BC Live o.o Spacing: 24.0"
WESTFIELD IND 46074 NO OPTIONS BC Dead 10.0 Design Criteria: TPI
WIIERE QUALITY COUNTS
TOTAL 40.0 PSF V:01.01.00 - 24233E11
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I M C PULTE HOMES OF INDIANA Job Name: 24333E1A WO: 24333E1A
Customer: 1214 WOE:
Designer: .10A Checker: Date: 2-13-02 9:39:26
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 PIt DurFac: 1.15
PO BOX 418 ELEVATION 3 BC Live 0.0 Spacing: 24.0"
WESTFIELD IND 46074 VAULTED CEILING MASTER BEDROOM BC Dead 10.0 Design Criteria: TN
WIIIiRIi QI'ALITY COUNTS OPEN WEB JOIST -
TOTAL 40.0 PSF V:01.01.00 - 242331-21 A
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*** NOT TO SCALE *** # Components: 46
Job Name: 24333E0A WO: 24333E0A
T M C PULTE HOMES OF IN D IANA Customer: 1214 WOE:
Designer: JOA Checker: Date: 2-13-02 9:40:06
TRUSS MANUFACTURING TC Live 20.0 Lbr DurFac: 1.15
COMPANY INC. MODEL 2433 TC Dead 10.0 Plt DurFac: 1.15
PO BOX 418 ELEVATION 3 BC Live 0.0 Spacing: 24.0"
WESTFIELD IND 46074 VAULTED CEILING MASTER BEDROOMDesign Criteria: TP1
BC Dead 10.0 g
WItERE QUALITY COUNTS OPEN WEB JOIST
TOTAL 40.0 PSF V:01.01.00 - 24233E0A
JOH P.IT!!: T.17'ET-1.OKI.IOBSITF.C!!S11PIPU17E 242 t
'ULTE 2433 MODEL 1214 WO: TI: AGEF QTY:1
TV FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -243 0.00 0.47 0.47 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 13) 15- 4- 0 25) 11- 4- 0
2- 3 -873 0.01 0.57 0.59 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 1- 1-14 14) 16- 8- 0 26) 10- 0- 0
3- 4 -823 0.01 0.23 0.24 2x4 SPF STUD (N) 8 MULTIPLE LOADS -- This design is the 3) 2- 0- 0 15) 18- 0- 0 27) 8- 8- 0
4- 5 -789 0.01 0.39 0.40 SLIDERS: 2x4 SPF #1/#2 (N) composite result of multiple loads. 4) 3- 4- 0 16) 18-10- 2 28) 7- 4- 0
5. 6 -760 0.01 0.42 0.43 This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be 5) 4- 8- 0 17) 20- 0- 0 29) 6- 0- 0
6- 7 -731 0.01 0.39 0.39 supports. Interior bearing locations should continuously braced unless noted otherwise. 6) 6- 0- 0 18) 20- 0- 0 30) 4- 8- 0
7- 8 -702 0.01 0.22 0.23 be marked on truss. Shim or wedge if Wind analysis based on: ASCE-Combined, V= 75 7) 7- 4- 0 19) 18-10- 2 31) 3- 4- 0
8- 9 -668 0.01 0.57 0.57 necessary to achieve full bearing. MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 8) 8- 8- 0 20) 18- 0- 0 32) 2- 0- 0
9-10 -668 0.01 0.57 0.57 MAX LIVE LOAD DEFLECTION: internal pressure coef. I, interior zone. 9) 10- 0- 0 21) 16- 8- 0 33) 1- 1-14
0-11 -702 0.01 0.22 0.23 L/682 at JOINT #30 10) 11- 4- 0 22) 15- 4- 0 34) 0- 0- 0
1-12 -731 0.01 0.39 0.39 L=-0.17" D=-0.16" T=-0.33" 11) 12- 8- 0 23) 14- 0- 0
2-13 -760 0.01 0.42 0.43 MAX HORIZONTAL DEFLECTION: 12) 14- 0- 0 24) 12- 8- 0
3-14 -789 0.01 0.39 0.40 T. 0.23" ----MAX. REACTIONS PER BEARING LOCATION
4-15 -823 0.01 0.23 0.24 X-Loc Vert Horiz Uplift Y-Loc Type
5-16 -873 0.01 0.57 0.59 0- 1-12 485 0 0 BOT PIN
6-17 -243 0.00 0.47 0.47 10- 0- 0 749 0 0 BOT H-ROLL
19-10- 4 485 0 0 BOT H-ROLL
BC FORCE AXL BND CSI
4-33 622 0.15 0.22 0.38
3-32 694 0.17 0.21 0.38
2-31 691 0.17 0.24 0.40
1-30 716 0.18 0.40 0.57
0-29 746 0.18 0.41 0.59 10-0-0 10-0-0
9-28 776 0.19 0.39 0.58 1 1 1 I I I I I 1 I I I I 1
8-27 807 0.19 0.23 0.43 1 2 3 4 5 6 7 8 10 11 12 13 14 15 16 17
7-26 830 0.20 0.53 0.73 8 00 -8.00 I
6-25 830 0.20 0.53 0.73
5-24 807 0.19 0.23 0.43 [4X6]
4-23 776 0.19 0.39 0.58
3-22 746 0.18 0.41 0.11
2X4 uu� 2X4
2-21 716 0.16 0.40 691232X 2X4
694 0.17 0.21 0.
9-18 622 0.15 0.22 0.38 2X4 ° ! I ° 2X4
a I�
WEB FORCE WEB FORCE ,/a 4`n "u
2-33 -229 10-25 19 2X4 d 6\IN"
2X4
3-32 32 11-24 -29 7-4-12
4-31 20 12-23 -26 7-8-3 2X°Ili
2X4
5 30 27 13-22 27j11111
6-29 -26 14-21 20 2X4 r 2X4
7-28 -29 15-20 32B-27 19 16-19 229 0 8 12 [5X6] 'dill
SX6] 0-8-12
9-26 405 ..11 4 'RMB = 1.15 ; �Ita ' , I 4�
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• � 16442 .. I I I i 7 , 1 I 1 1
34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18
- STATE OF
�
�- ` INDIANq 1-0-0 0 20 0 0 0
▪ - ��. EXCEPT COSMETIC
AS SHOWN PLATES ARET (R1 7) = 25
S L20 GA TESTED PER ANSI/TPI 1 1995 scale0. _00
'',''xi�`SSIO N AL (�``'`, WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
/� �,�'�)''hilt` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: AGEF
bd`� /' ' ' CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING: _ 1
Bracing shown till ibis 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 parr ul the building design and which must be considered by the building designer. Bracing Q.C. Spacing: 24.0"
shown is for lateral support of truss members only m reduce buckling length. Provisions mull be BC I,Ive 0.0 psf I�ac +':
WESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations delcrmined by the building designer. BC Dead 10.0 psf Design Criteria: TPT
Additional bracing of the overall structure may be required. (See II113-91 of rely Fur specific Code Dese. TPI 1 1995
SV)II:HI:QUALITY COUNTS truss bracing requirements, (intact building designer. (Truss Plate Institute.TI'l,is located at tt
583 D'Onolrin Drive,Madison.Wisconsin 53719). TOTAL 40.0 psf V:Q1.01.00-456999- 21
UePI ga Alum' Analvctr JO/I PA'ffl• C•I'-EE-/.Ok'IN/:V /ICC !P 01 00
'ULTE 2433 MODEL 1214 WO: TI: AST QTY:5
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Concurrent Live load of 20 p.s.f. has Joint Locations
1- 0 -725 0.01 0.25 0.26 HOT CHORDS: 2x4 SPF #1/#2 (N) been applied to the bottom chord per 1) 0- 0- 0 5) 20- 0- 0 9) 5- 9- 0
0- 2 -1199 0.02 0.45 0.48 WEBS: 2x3 SPF #3 (N) BOCA-96, 1606.2.3 2) 5- 0- 0 6) 20- 0- 0 10) 0- 0- 0
2- 3 -1150 0.03 0.31 0.34 2x4 SPF #3 (N) 2,3 [] : Plate OFFSET from joint center. Refer 3) 10- 0- 0 7) 14- 3- 0
3- 4 -1150 0.03 0.31 0.34 SLIDERS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 4) 15- 0- 0 8) 12- 0- 0
4- 0 -1199 0.02 0.45 0.48 All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation.
0- 5 -725 0.01 0.25 0.26 continuously braced unless noted otherwise. TOTAL DESIGN LOADS
MAX LIVE LOAD DEFLECTION: Uniform PLF From PLF To
BC FORCE AXL BND CSI L/999 TC Vert L+D -60 -1- 0- 0 -60 21- 0- 0
)- 9 931 0.23 0.49 0.72 L=-0.19" D=-0.15" T=-0.34" BC Vert L+D -20 0- 0- 0 -20 5- 9- 0
3- 8 629 0.15 0.62 0.77 MAX HORIZONTAL DEFLECTION: BC Vert L+D -21 5- 9- 0 -60 10- 0- 0
3- 7 629 0.15 0.49 0.65 T. 0.05" BC Vert L+D -60 10- 0- 0 -21 14- 3- 0
7- 6 931 0.23 0.49 0.72 BC Vert L+D -20 14- 3- 0 -20 20- 0- 0
----MAX. REACTIONS PER BEARING LOCATION
PEB FORCE WEB FORCE X-Loc Vert Horiz Uplift Y-Loc Type
?- 9 -184 3- 7 505 0- 1-12 947 0 0 BOT PIN
3- 9 505 4- 7 -184 19-10- 4 947 0 0 HOT H-ROLL
RMB = 1.00
10-0-0 10-0-0
1 2 14 5
800 -8.00
[5X6]
I2X4 2X4
7-8-3 7-4-12
•
3X4 3X4
0-8-12 0-8-12
i
[4X8] 4X5 HY20-3X10.4 4X5 [4X8] t
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SvrNo. c` 20-0-0
16442 -Z. r I I
STATE OF = l0 9 8 7 6
947# 3.50" 947# 3.50"
IN D1AN = 1-0-0 1-0-0
A a 20 0 0
(R1-2-7) (R1-2-7)
': ,o EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
;''�(Fc� �c_ s Eng. Job: WO:
''',,SS/0 N AL cAk WARNING: READ ALL NOTES ON THIS SHEET.
�/'"""" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: AST
/ ' v' ' CONTRACTOR. Dsgnr: JRFI Chk: Date: 1 17 02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lhr: 1.15
COMPANY INC. BRACING WARNING:
Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: I.15
PO BOX 41 8 which is a part of the building design and which must he considered by the building designer. Ilrtcing BC Live t).0psf O.C. Spacing: 24.0"
W ESTF I ELD IN D 46074 shown IS!Of lateral support of truss members only t"reduce buckling length. Provisions must be p
made to 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 IIIB-91 of TI'I). For specific Code Dese: TPI 1-199-
WIIFRI:QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is boated at
583(YOnotrio Drive,Madison,Wisconsin 537191. TOTAL 40.0 psf V:01.01.00-457000- 22
/)csr.cn. ;(loot, Analysis JOH I'A77/: C:ITEL•-/.OKI/I/N //('.S. ()l(1/(X)
PULTE 2433 MODEL 1214 WO: TI: A1ST QTY:3
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) Concurrent Live load of 20 p.s.f. has Joint Locations
1- 0 -726 0.01 0.25 0.26 BOT CHORDS: 2x4 SPF #1/#2 (N) been applied to the bottom chord per 1) 0- 0- 0 5) 19- 8- 0 9) 5- 9- 0
0- 2 -1199 0.02 0.45 0.47 WEBS: 2x3 SPF #3 (N) BOCA-96, 1606.2.3 2) 5- 0- 0 6) 19- 8- 0 10) 0- 0- 0
2- 3 -1149 0.03 0.31 0.34 2x4 SPF #3 (N) 2,3 [] : Plate OFFSET from joint center. Refer 3) 10- 0- 0 7) 14- 3- 0
3- 4 -1153 0.03 0.30 0.33 SLIDERS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 4) 15- 0- 0 8) 12- 0- 0
4- 0 -1192 0.03 0.40 0.43 2x6 SP MEL-23 2 + Denotes 90 degree plate orientation.
0- 5 -870 0.01 0.22 0.23 MAX LIVE LOAD DEFLECTION: All COMPRESSION Chords are assumed to be TOTAL DESIGN LOADS
L/999 continuously braced unless noted otherwise. Uniform PLF From PLF To
BC FORCE AXL BND CSI L=-0.18" D=-0.14" T=-0.32" TC Vert L+D -60 -1- 0- 0 -60 19- 8- 0
.0- 9 931 0.23 0.49 0.72 MAX HORIZONTAL DEFLECTION: BC Vert L+D -20 0- 0- 0 -20 5- 9- 0
9- 8 629 0.15 0.61 0.76 T. 0.04" BC Vert L+D -21 5- 9- 0 -60 10- 0- 0
8- 7 629 0.15 0.52 0.67 BC Vert L+D -60 10- 0- 0 -21 14- 3- 0
7- 6 932 0.23 0.52 0.75 BC Vert L+D -20 14- 3- 0 -20 19- 8- 0
----MAX. REACTIONS PER BEARING LOCATION
WEB FORCE WEB FORCE X-Loc Vert Horiz Uplift Y-Loc Type
2- 9 -185 3- 7 509 0- 1-12 947 0 0 BOT PIN
3- 9 503 4- 7 -179 19-10- 4 860 0 0 BOT H-ROLL
RMB = 1.00
10-0-0 10-0 0 .
1 2 1 4 5
l 8.00 -8 00
[5X6]
T
I
2X4 2X4
7-8-3 7-4-12
3X4 3X4
0-8-12 0-11 7
[4X8] 4X5 HY20-3X10.4 4X5 [5X12] td7r
` ff o w%l t tt tlrr/r/
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No, c' 20-0-0
16442 - 10 9 8 7 6
STATE OF = 9471/ 3.50" 861# 3.50"
I N DIAIV 11-0-o a 19-8-0 s o-4-0
-_ 4= (RI-2-7) I (I RO-4-0)
,o �(c�= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
'Q _
',C)te ' `'' Eng. Job: WO:
/''�,SS/0 N Al `-,o` WARNING: READ ALL NOTES ON THIS SHEET.
�)'))(lint% T ft C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: AIST
/' �' ' CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
I TRUSS MANUFACTURING TC Live 20.0 psf DurFac Lbr: 1.15
COMPANY INC. BRACING WARNING:
Ilracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac- Plt: 1.15
PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing 7,
shown is for lateral support nl truss members only it,reduce buckling length. Provisions must he BC Live 0.0 psf 0.C• Spacing: 4.0
W ESTF I ELD IND 46074 made to anchor lateral bracing at end,and specified locations determined by the building designer Design Criteria: TPI
Addinional bracing of the overall structure may he required. (see IIIf3-91 oITI'I). For specific BC Dead 10.0 psf _
WHEREQl'ALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute.TI'I,is located at
55 �.O(�e 11DCSC: 1`1 1 1-19y-
7 D'Onotro Drve,Madison.Wisconsin 537191 TOTAL 40.0 psf `/:01.01.00-457001- 23
/)rant• Alaimo Analysis ./011 PATH. CITEE-1.OA-IIIIN ;1r 1 Hi r'I rri
'1_1LTE 2433 MODEL - 1214 WO: TI: A2ST QTY:3
T:- FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N). Concurrent Live load of 20 p.s.f. has Joint Locations
1- 0 -725 0.01 0.25 0.26 BOT CHORDS: 2x4 SPF #1/#2 (N) been applied to the bottom chord per 1) 0- 0- 0 5) 20- 0- 0 9) 5- 9- 0
0- 2 -1199 0.02 0.45 0.48 WEBS: 2x3 SPF #3 (N) BOCA-96, 1606.2.3 2) 5- 0- 0 6) 20- 0- 0 10) 0- 0- 0
2- 3 -1150 0.03 0.31 0.34 2x4 SPF #3 (N) 2,3 [1 : Plate OFFSET from joint center. Refer 3) 10- 0- 0 7) 14- 3- 0
3- 4 -1150 0.03 0.31 0.34 SLIDERS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 4) 15- 0- 0 8) 12- 0- 0
4= 0 -1199 0.02 0.45 0.48 All COMPRESSION Chords are assumed to be + Denotes 90 degree plate orientation.
0- 5 -725 0.01 0.25 0.26 continuously braced unless noted otherwise. TOTAL DESIGN LOADS
MAX LIVE LOAD DEFLECTION: Uniform PLF From PLF To
BC FORCE AXL BND CSI L/999 TC Vert L+D -60 -1- 0- 0 -60 20- 0- 0
D- 9 931 0.23 0.49 0.72 L=-0.19" D=-0.15" T=-0.34" BC Vert L+D -20 0- 0- 0 -20 5- 9- 0
9- 8 629 0.15 0.62 0.77 MAX HORIZONTAL DEFLECTION: BC Vert L+D -21 5- 9- 0 -60 10- 0- 0
3- 7 629 0.15 0.49 0.65 T. 0.05" BC Vert L+D -60 10- 0- 0 -21 14- 3- 0
7- 6 931 0.23 0.49 0.72 BC Vert L+D -20 14- 3- 0 -20 20- 0- 0
----MAX. REACTIONS PER BEARING LOCATION
4EB FORCE WEB FORCE X-Loc Vert Horiz Uplift Y-Loc Type
2- 9 -184 3- 7 505 0- 1-12 947 0 0 BOT PIN
3- 9 505 4- 7 -184 19-10- 4 887 0 0 BOT H-ROLL
RMB = 1.00
10-0-0(, 10-0-0
�]1 2 1 4 5
8 00 -8 00
[5X6]
I
I
2X4 2X4
7-8-3 7-4-12
0-8-12 3X4 3X4 0-8-12
14X8] 4X5 HY20-3X10.4 4X5 14X81 t
E. ,q ,,
: ' 'C moo.e RAF'; 20-0-0
No. F'
16442 - 10'179 8 7 6
S Tq TE OF = 947# 3.50" 887!/ 3.50"
lNDIAIV = 1 0 o DF.
20-0-0
7. A (R1-2-7)
A EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
''''., • For, ���\��` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
'''t11'),, NIA T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DtF'g: PULTE Truss ID: A2ST
/' CONTRACTOR. Dsgnr: JRH Chk: Date: 2 13 02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lhr: 1.15
COMPANY INC. BRACING WARNING: -
DurFac Pit: I.l
13racing 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 of the building design and which must he considered by the building designer. Bracing 0.C. Spacing: 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC hive 0.0 psf P acin�+
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 I I IB-91 of TPI). For specific BC Dead 10.0 psf
' y p Code Desc: TPI 1 1995
WHERE QUALITY COUNTS truss bracing requirements. cntbact building designer. (Truss Plate Institute.TPI.is located at 583 D'Onofrio Drive.Madison.Wisconsin 53719) TOTAL 40.0 psf V:01.01.00-4/1 987- 52
I)r cacti' ,t/aurir ..Inalvnic JOil PATH: C'ITEF.-l.(M'IRIA' lICS 01 nl 00
'ULTE 2433 MODEL 1214 WO: T1: BGES QTY:1
T,C FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations .
2x8 SP MEL-23 2,3 of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 16) 21- 8- 0 31) 16- 4- 0
BC FORCE AXL BND CSI BOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 3- 1- 4 17) 23- 0- 0 32) 15- 0- 0
GABLE STUD: 2x3 SPF #3 (N) nailed to face(s) of web with 10d nails 3) 4- 4- 0 18) 24- 4- 0 33) 14- 0- 0
WEB FORCE JUL BND CSI 2x3 SPF #1/#2 (N) 9,11 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 8- 0 19) 25- 8- 0 34) 13- 8- 0
2- 2 0 0.00 0.06 0.06 2x4 SPF #3 (N) 10 BRACING to extend for 80% of web length. 5) 7- 0- 0 20) 26-10-12 35) 12- 4- 0
3-41 0 0.00 0.10 0.10 SLIDERS: 2x4 SPF #1/#2 (N) 2X6 BRACE req'd on any web exceeding 14' 6) 8- 4- 0 21) 30- 0- 0 36) 11- 0- 0
4-40 0 0.00 0.17 0.17 2X4 TRANSVERSE BRACING nailed flat to edge "*" denotes ONE edge or ONE face 7) 9- 8- 0 22) 30- 0- 0 37) 9- 8- 0
5-39 0 0.00 0.26 0.26 of web with 12d nails at 8" o.c. TRANSVERSE "**" denotes BOTH edges or BOTH faces 8) 11- 0- 0 23) 27- 0- 0 38) 8- 4- 0
6-38 0 0.00 0.36 0.36 BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. 9) 12- 4- 0 24) 25- 8- 0 39) 7- 0- 0
7-37 0 0.00 0.49 0.49 MULTIPLE LOADS -- This design is the [1 : Plate OFFSET from joint center. Refer 10) 13- 8- 0 25) 24- 4- 0 40) 5- 8- 0
8-36 0 0.00 0.63 0.63 composite result of multiple loads. to Joint Detail Report. 11) 15- 0- 0 26) 23- 0- 0 41) 4- 4- 0
9-35 0 0.00 0.79 0.79 All COMPRESSION Chords are assumed to be 12) 16- 4- 0 27) 21- 8- 0 42) 3- 0- 0
0-34 0 0.00 0.56 0.56 Wind analysis based on: ASCE-Combined, V= 75 continuously braced unless noted otherwise. 13) 17- 8- 0 28) 20- 4- 0 43) 0- 0- 0
2-11 0 0.00 0.85 0.85 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 14) 19- 0- 0 29) 19- 0- 0
1-12 0 0.00 0.56 0.56 internal pressure coef. I, interior zone. 15) 20- 4- 0 30) 17- 8- 0 •
0-13 0 0.00 0.79 0.79 ----MAX. REACTIONS PER BEARING LOCATION
9-14 0 0.00 0.63 0.63 X-Loc Vert Horiz Uplift Y-Loc Type
8-15 0 0.00 0.49 0.49 0- 1-12 0 0 0 BOT PIN
7-16 0 0.00 0.36 0.36 29-10- 4 0 0 0 BOT H-ROLL
6-17 0 0.00 0.26 0.26 1
5-18 0 0.00 0.17 0.17
4-19 0 0.00 0.10 0.10
3-20 0 0.00 0.06 0.06 1
NEB FORCE WEB FORCE
RMB = 1.15 15-0-0 15-0-0
I 1 I I I 1 I I 1 1 1 1 1 1 1 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
6 00 -6 00
[7X10]
T3X5 - 3X5
3X5 _ _ 3X5
3X5 3X5
3X5 _ 3X5 T ,
3X5 3X5 1
3X5 - _ 3XS
8-3-15 3X5 3X5 [7X10] 8-0-12
3X5 3XS
[7X10] -
0-6-12 3X4 3X4 0-6-12
t r t F f .� 5 ? �=,=1 B z i 1 i .� � - -
[6X81 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 [6X81 t
3X6
`````WO E.
q,Rc Cor.1-r 1 KI 0ot)S
bg r
G ST4-. e%
Q' ' l t>v 4 �� �' 30-0-0
2 I 7 I I I I T 1 I I I 1 1 1 I I I
43 42 41 40 39 38 37 36 35 34 3332 31 30 29 28 27 26 25 24 23 22
S Tq TE OF - 0# 3.50" 0# 3.50"
7.. I N D-- = 1-00 1-0-0
7. A 4 (R1-17) I a 30-0-0 (R1-1-7)�
,o �4c,L`'� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Studs 1-4-0 o.c. scale = 0.1875
�;piece ��. Eng. Job: WO:
'�,,SS/ONAL C-7. WARNING: READ ALL NOTES ON THIS SHEET.
''""""o T ti c A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: BGES
CONTRACTOR. Dsgnr: ,IRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
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 DurFac - Plt: 1.15
PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing O,C, Spacing: 24.0"
shown is 11 If lateral support of truss members only to reduce heckling length. Provisions must be BC Live 0.0 psf
WESTFIELD IND 46074 made to 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 IIIB-91 of TPII. For specific Code Desc: TPI 11995
WIIERF.QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
.583 D'Onntrio Drive,Madison.Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457002-24
orcrwr Shunt ,,,,,/v.vi.c JO/I I':I/1/. (••ITE/-LOKII(LN //CS- 0/Ill(Xl
PULTE 2433 MODEL 1214 WO: TI: BSCS QTY:1
.TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 . (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations
1- 2 -1042 0.02 0.10 0.12 2x8 SP MEL-23 2,3 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 6) 26-10-12 11) 15- 0- 0
2- 3 -1908 0.01 0.07 0.08 BOT CHORDS: 2x4 SPF #1/#2 (N) BRACING to extend for center 80% of length. 2) 3- 1- 4 7) 30- 0- 0 12) 9- 1-10
3- 4 -1404 0.00 0.05 0.05 WEBS: 2x4 SPF #3 (N) [) : Plate OFFSET from joint center. Refer 3) 9- 1-10 8) 30- 0- 0 13) 3- 1- 4
4- 5 -1404 0.00 0.05 0.05 2x4 SPF STUD (N) 1,3,7,9 to Joint Detail Report. 4) 15- 0- 0 9) 26-10-12 14) 0- 0- 0
5- 6 -1908 0.01 0.07 0.08 GABLE STUD: 2x3 SPF #3 (N) MULTIPLE LOADS -- This design is the 5) 20-10- 6 10) 20-10- 6
6- 7 -1042 0.02 0.10 0.12 2x3 SPF #3 (N) 5,6 composite result of multiple loads. --MAX. REACTIONS PER BEARING LOCATION
SLIDERS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type
BC FORCE AXL BND CSI MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. 0- 1-12 1260 0 0 BOT PIN
.4-13 1894 0.46 0.11 0.57 L/999 Wind analysis based on: ASCE-Combined, V. 75 29-10- 4 1260 0 0 BOT H-ROLL
.3-12 1893 0.46 0.16 0.63 L=-0.07" D=-0.07" T=-0.15" MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
.2-11 1649 0.40 0.16 0.57 MAX HORIZONTAL DEFLECTION: internal pressure coef. I, interior zone.
.1-10 1649 0.40 0.16 0.57 T. 0.09"
.0- 9 1893 0.46 0.16 0.63
9- 8 1894 0.46 0.11 0.57
WEB FORCE WEB FORCE
2-13 88 5-11 -604
2-12 -249 5-10 197
3-12 197 6-10 -249
3-11 -604 6- 9 88
4-11 870
RMB = 1.15
15-0-0 15-0-0
1 2 3 i S 6 if'
6 00 -6 00 '
[7X10]
T 1alb
[7X8] 7X8]
8-3-15
[10X12] I'� 8-0-12
lOXl2]
0-6-12 ••••rt,4a,....16.............imminu......._.smiumeminummimmimmimmirm...... .0 ............... 123X4 lik,
I'$� 3X4 0-6-12
I6X8] 3X5 6X6 [6X10] 6X6 3X5 [6X8]
, ,,„,,tghr,
,'%`�N\OEri. ARC' ' n
� G ST4c- e-%
No, F = ,�' 30-0-0
164 42 14 13 12i 11 10I 1 9 8�
STATE OF _ 1260# 3.50" 1260# 3.5011
1 3-_-_-A 4 1-0-0 1-0-0
GABLE ST ES'(36) 2X4 30-0-0 I (R1-1-7)
- ,o �c�`'� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.1875
4) •�D�;
O
�'/,/FSS'/0 N AL -,1/4"` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
/i'"""" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: BSCS
Dsgnr: JRH Chk: Date: 1-17-02
c ;.4Z �`". CONTRACTOR.
/ TRUSS MANUFACTURING BRACING WARNING:
C COMPANY INC. Bracing shown on this hewing is nun erection bracing,wind bracing,portal bracing TC Live 20.0 psf DurFac Lbr: 1.15 similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a part»I the building design and which must be considered by the building designer. Bracing BC Live �.opsf O.C. Spacing: 24.0"
W ESTFI ELD IND 46074 A.'s..is for lateral support of truss members only to reduce buckling length. Provisions must he p
made t»anchor lateral bracing at ends and specified locations determine)by the building designer BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (Sec 111B-91 of TPI). Fur specific Code Dese: TPI 1 1995
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
583 D'Onofrio Drive,Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457003- 25
/h'.s!cn Ma/n v Annlvsis JOB PATH: C..ITE -LOKIBIN IJCS 01 01,at
PULTE 2433 MODEL 1214 WO: TI: B QTY:11
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -1986 0.05 0.57 0.63 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 20- 2-13 9) 19-11- 9
2- 3 -1766 0.05 0.57 0.62 WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 7- 6-11 6) 22- 5- 5 10) 14- 0- 0
3- 4 -1707 0.10 0.51 0.60 2x4 SPF #3 (N) 2,3 continuously braced unless noted otherwise. 3) 9- 9- 3 7) 30- 0- 0 11) 10- 0- 7
4- 5 -1707 0.10 0.51 0.60 WEDGES: 2x4 SPF #1/#2 (N) 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0
9- 6 -1766 0.05 0.57 0.62 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION
6- 7 -1986 0.05 0.57 0.63 L/999 X-Loc Vert Horiz Uplift Y-Loc Type
L=-0.20" D=-0.19" T=-0.39" 0- 1-12 1259 0 0 BOT PIN
BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 29-10- 4 1259 0 0 BOT H-ROLL
2-11 1694 0.41 0.37 0.79 T. 0.12"
1-10 1146 0.28 0.32 0.60
0- 9 1146 0.28 0.32 0.60
9- 8 1694 0.41 0.37 0.79
WEB FORCE WEB FORCE
2-11 -390 4- 9 626
4-11 626 6- 9 -390
RMB = 1.15
15-0-0 15-0-0
1 2 3 5 6 7 I
6.00 -6.00 1 I
[5X6]
T 3X6 3X6
2X4 2X4
8-3-15 - 8-0-12
0-6-12 0-6-12
[5X61 4X6 3X6 4X6 [5X6]
%ONO E. R ,`� c,
.%'\ G1sTe. e P1 f9
'Sr 16q q �� / I 1 30-0-0 /
2 12 11 10 9 8
STATE O F 1260# 3.50" 1260# 3.50"
_ 1-0-0 1 0 0
INDIANq �� (R1-1-7)`l a 30-0 0 (��7)
.o (4... : EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
,,,,''i,F'SS10{�AL ��`s.` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W ):
�-�i�.--j�lift)t tf, T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: B
/ ' `' ' CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lhr: 1.15
COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a pan of the building design and which must he considered by the building designer. Bracing 0.C, Spacing: 24.0nt
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing o1 the overall structure may he required. (See HIB-91 of TPI). Fur specific Code Dese: TPI 1-1995
WHERE QUALITY COUNTS truss bracing requirements. contact building designer. (Truss Plate Institute.TPI.is located at
581 D'Onofrio Drive,Madison,Wisconsin 53719). TOTAL d0.0 psf V:01.01.00-457004- 26
11esam. Alurrit Analysis JOB PA11I: CITE -1,OKIHIN I1f S 01 01 Oil
'ULTE 2433 MODEL 1214 WO: T1: B1 QTY:3
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -1986 0.05 0.57 0.63 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 20- 2-13 9) 19-11- 9
2- 3 -1766 0.05 0.57 0.62 WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 7- 6-11 6) 22- 5- 5 10) 14- 0- 0
3- 4 -1707 0.10 0.51 0.60 2x4 SPF #3 (N) 2,3 continuously braced unless noted otherwise. 3) 9- 9- 3 7) 30- 0- 0 11) 10- 0- 7
4- 5 -1707 0.10 0.51 0.60 WEDGES: 2x4 SPF #1/#2 (N) 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0
5= 6 -1766 0.05 0.57 0.62 MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION
6- 7 -1986 0.05 0.57 0.63 L/999 X-Loc Vert Horiz Uplift Y-Loc Type
L=-0.20" D=-0.19" T=-0.39" 0- 1-12 1259 0 0 BOT PIN
BC FORCE AXL BND CSI MAX HORIZONTAL DEFLECTION: 29-10- 4 1199 0 0 BOT H-ROLL
2-11 1694 0.41 0.37 0.79 T. 0.12"
1-10 1146 0.28 0.32 0.60
0- 9 1146 0.28 0.32 0.60
9- 8 1694 0.41 0.37 0.79
WEB FORCE WEB FORCE
2-11 -390 4- 9 626
4-11 626 6- 9 -390 i
RMB = 1.15
i
J� 15-0-0 15-0-0
1 2 13 i 5 6 7
06 -6.00 I
[5X6]
3X6 3X6
2X4 2X4
8-3-15 8-0-12
0-6-12 0-6-12
A_
[5X61 4X6 3X6 4X6 [5X6]
•
,I ,, ,,\A\OER',
�oGST4- cc e'' n n
° Q 11/
l6No F '
j/ t 13000
2 � 12 11 10 9 8
- STATE OF -= 126o# 3.50" 1200# 3.50"
_ INDIANA 100 a 30-0-0
(RI-1-7)
D.
... <�; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1875
�V''/,`,S'SIO N Al- -```�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W0:
� -�//�"("'II% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: B)
/';"' , CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
0 COMPANY INC.
Bracing shown in this Drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.1
7. PO BOX 418 which is a pan of the building design and which must he comidercd by the building designer Bracing BC Live O,o Sf O.C. Spacing: 24.0"
W ESTFI ELD IN D 46074 shown is for lateral support of truss members only to reduce buckling length. Provisions must he p
made to anchor lateral bracing al ends and specilic(I locations determined by the building designer. Design Criteria: TPI
Additional bracing of the overall structure may he Icquired. (Sec(I11)91 IIIl I)l' . I of specific BC Dead 1().() psf _
W I I1{R1:OI(AI.ITV COUNTS
truss bracing requirements, contact building designer. (Truss Plate Inslilule,'I'PI,is located at Cede Uese: "I I I 1-1 9J-
513 I)'nnotrio Drive,Madison,Wisconsin 5171')). TOTAL 40.0 psf V:01.01.00-457005- 27
Design Matrt, Analysts JOB PATH: C:ITEE-LOAIB/N IIC5 (N(II(k)
PLILTE 2433 MODEL 1214 WO: TI: CGES QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations
2x8 SP MEL-23 2,3 of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 13) 17- 4- 0 25) 13- 4- 0
BC FORCE AXL BND CSI BOT CHORDS: 2x4 SPF #1/#2 (N) of the same dimension and grade as web 2) 2- 9- 4 14) 18- 8- 0 26) 12- 0- 0
GABLE STUD: 2x3 SPF #3 (N) nailed to face(s) of web with 10d nails 3) 4- 0- 0 15) 20- 0- 0 27) 10- 8- 0
WEB FORCE AXL BND CSI 2x4 SPF STUD (N) 8 staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 4- 0 16) 21- 2-12 28) 9- 4- 0
13- 2 0 0.00 0.05 0.05 SLIDERS: 2x4 SPF #1/#2 (N) BRACING to extend for 80% of web length. 5) 6- 8- 0 17) 24- 0- 0 29) 8- 0- 0
3-32 0 0.00 0.08 0.08 2X4 TRANSVERSE BRACING nailed flat to edge 2X6 BRACE req'd on any web exceeding 14' 6) 8- 0- 0 18) 24- 0- 0 30) 6- 8- 0
4-31 0 0.00 0.15 0.15 of web with 12d nails at 8" o.c. TRANSVERSE "*" denotes ONE edge or ONE face 7) 9- 4- 0 19) 21- 4- 0 31) 5- 4- 0
5-30 0 0.00 0.23 0.23 BRACING to extend for center 80% of length. "**" denotes BOTH edges or BOTH faces 8) 10- 8- 0 20) 20- 0- 0 32) 4- 0- 0
6-29 0 0.00 0.33 0.33 [) : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 9) 12- 0- 0 21) 18- 8- 0 33) 2- 8- 0
7-28 0 0.00 0.45 0.45 to Joint Detail Report. MULTIPLE LOADS -- This design is the 10) 13- 4- 0 22) 17- 4- 0 34) 0- 0- 0
8-27 0 0.00 0.59 0.59 All COMPRESSION Chords are assumed to be composite result of multiple loads. 11) 14- 8- 0 23) 16- 0- 0
6- 9 0 0.00 0.55 0.55 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V. 75 12) 16- 0- 0 24) 14- 8- 0
5-10 0 0.00 0.59 0.59 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, ----MAX. REACTIONS PER BEARING LOCATION
4-11 0 0.00 0.45 0.45 internal pressure coef. I, interior zone. X-Loc Vert Horiz Uplift Y-Loc Type
3-12 0 0.00 0.33 0.33 0- 1-12 0 0 0 BOT PIN
2-13 0 0.00 0.23 0.23 23-10- 4 0 0 0 BOT H-ROLL
1-14 0 0.00 0.15 0.15
0-15 0 0.00 0.08 0.08
9-16 0 0.00 0.05 0.05
WEB FORCE WEB FORCE
RMB = 1.15
12-0-0
I I I I ) T I I I I14 1 1
1 2 3 412-0-0
5 6 '17
f 8 10 11 12 13 15 16 1
6 00 -6.00 I
[7X101
3X4 3X4
3X4 3X4
3X4 - - _ 3X4
3X4 - - _ 3X4
3X4 - 3X4
6-9-15 3X4 - - _ 3X4 6-6-12
[7X101 - 7X101
0-6-12 3X4 - - \� 3X4 0-6-12
I L( 6 6 6 66 6 6 6 6 6 6 6 -
(6X8] 2X4 2X4 2X4 2X4 2X4 2X4 2X4 6X6 2X4 2X4 2X4 2X4 2X4 2X4 2X4 (6X8]
,,, '1 Coal IKILtov s Su?Por21t
`:�,l G STf es - I l I
Q' No. F 24-0-0 ,�'
1644234::)
33 32 31 30 29 28 217 26 25 24 23 22 211 20 19 18'
_ STATE OF oa 3.50" oa 3.50°
I N D j r - 1 0 0 s� of 1-0-0
A = (R1-1-7) I 24 0 0 I Q(RI-1-7)
A � z- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 1-4-0 o.c. scale = 0.2500
'AID C�\�
/�'1/SSIO N AL C,��`'' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
,
i"Halo' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: CGES
' CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lhr: 1.15
• COMPANY INC. BRACING WARNING:
Bracing shown on 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 iN a pan of the building design and which must he comidered by the building designer. Bracing
shown is lire lateral support of truss members only In reduce buckling length. Provisions must he BC Live 0.0 psf O.C. Spacing: -�.(lt�
WESTFI ELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing or the overall structure may he required. (See 111B-91 0l TPI). For specilic Code Dese: TPI 1-1995
WIII:R1:QI'AI.I'IY COUNTS tn.%bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
S83 I/Omit-no Drive.Madison.Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457006-28
Desiol.. .1lmrir Analysis JOB 1';17H- C:I1'EE-LO1s/l/N 1/CS• 0/01 IX)
PULTE 2433 MODEL 1214 WO: TI: C QTY:2
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [1 : Plate OFFSET from joint center. Refer Joint Locations
1' 2 -1544 0.04 0.38 0.42 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 24- 0- 0 9) 8- 3-11
2- 3 -1356 0.04 0.31 0.35 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 6- 0-11 6) 24- 0- 0 10) 0- 0- 0
3- 4 -1356 0.04 0.31 0.35 2x4 SPF STUD (N) 2,3 continuously braced unless noted otherwise. 3) 12- 0- 0 7) 15- 8- 5
4- 5 -1544 0.04 0.38 0.42 WEDGES: 2x4 SPF #1/#2 (N) 4) 17-11- 5 8) 12- 0- 0
MAX LIVE LOAD DEFLECTION: ----MAX. REACTIONS PER BEARING LOCATION
BC FORCE AXL BND CSI L/999 X-Loc Vert Horiz Uplift Y-Loc Type
.0- 9 1314 0.32 0.30 0.62 L=-0.10" D=-0.10" T=-0.20" 0- 1-12 1019 0 0 BOT PIN
9- 8 905 0.22 0.17 0.39 MAX HORIZONTAL DEFLECTION: 23-10- 4 1019 0 0 BOT H-ROLL
8- 7 905 0.22 0.17 0.39 T. 0.06"
7- 6 1314 0.32 0.30 0.62
WEB FORCE WEB FORCE
2- 9 -301 3- 7 457
3- 9 457 4- 7 -301
RMB = 1.15
12-0-0 / 12-0-0 ,1'
1 2 3 4 5'
i 6.00 -6 00
[5X61
2X4 2X4
6-9-15 6-6-12
0-6-12 0-6-12
[4X61 4X5 3X6 4X5 [4X6]
3X8 3X8
`,,,,,itlI, ,
:'' ' Q- �' S T 4. F`
1644 24-0-0
2 i0 9 8 7 6�
STATE OF _ 1020# 3.50" 1020# 3.50"
F. ` I I'D IA IYA = 1 0 0 a 24-0-0 °I
(R l-1-7) (RI-1-7)
/0 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
-',O C�vs,-_. -
,�''�,FSS10NAL �,0`�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
���!/�),,,,III% T ti C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: C
-. CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. Bracing shown on this drawing is nut erection bracing,wind bracing,portal bracing or similar hracing TC Dead 10.0 psf DurFac Plt: 1.15
PO BOX 418 which Is a hart of the huibbng design and which must be considered by the building designer. Bracing Q,C, Spacing: �.n11
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf P
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf aun :Design Criteria: TPI
Additional bracing of the overall structure may he required. (See IIIB-91 of TPI). For specific Code DC- . TPI 1-1 J91
WIII1RF QUALITY COUNTS Truss hracing requirements, cnniact building designer (Truss Plate Insliane,1T1,is Incased al
581 I)'Ono(rio Iirlvc,Matlison.Wisconsin 5171()) TOTAL 40.0 psf V:01.01.00-457007- 29
new, .44nlru .•i n)/vtin /OH P..171/ 1'',T/:Yi-L!)A'i/(/.V /I('S• DI Ol)X)
PULTE 2433 MODEL 1214 WO: TI: CC QTY:6
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer Joint Locations
1- 0 -1995 0.06 0.15 0.22 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 24- 0- 0 9) 6- 0- 0
0- 2 -2616 0.11 0.32 0.43 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 6- 0- 0 6) 24- 0- 0 10) 0- 0- 0
2- 3 -2019 0.12 0.45 0.57 2x4 SPF #3 (N) 2,4 continuously braced unless noted otherwise. 3) 12- 0- 0 7) 18- 0- 0
3- 4 -2019 0.12 0.45 0.57 2x4 SPF STUD (N) 3 4) 18- 0- 0 8) 12- 0- 0
4- 0 -2616 0.11 0.32 0.43 SLIDERS: 2x4 SPF #1/#2 (N) ----MAX. REACTIONS PER BEARING LOCATION
0- 5 -1995 0.06 0.15 0.22 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type
L/999 0- 1-12 1020 0 0 BOT PIN
BC FORCE AXL BND CSI L=-0.21" D=-0.20" T=-0.41" 23-10- 4 1019 0 0 BOT H-ROLL
.0- 9 2358 0.57 0.26 0.83 MAX HORIZONTAL DEFLECTION:
9- 8 2369 0.58 0.19 0.77 T= 0.30"
8- 7 2369 0.58 0.19 0.77
7- 6 2359 0.57 0.26 0.83
WEB FORCE WEB FORCE
2- 9 58 4- 8 -535
2- 8 -535 4- 7 58
3- 8 1346
RMB = 1.15
L 12-0-0 12-0-0
1 2 4 5
6.00 -6.00 I
[4X6]
4X6 4X6
• 6-9-15 6-6-12
3X4 [6X10] 3X4
0-6-12 3X4 3X4 0-6-12
2X4 2X4
[6X10] 2-11-2 [6X10]
3.00 I I -3.00
` +___ _...i.er.,d±L
``,`oN\o, E.I I 11,Arro 1,, 0 3 g _i
S.
. No, c'' 11-8-8 11-8-8
16442 = 16
STATE = 1 9 7 6
0 F - 1020# 3.50" 1020# 3.50"
lNDIAN = 1-0-0 1-0-0
7. /g o la 24-0-0
(R1-1-7) (R1-1-71
.o �k,� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
'Q \ . _
�/� •
'�.FFS,S -�C.`� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
/�1�'1O N Al.A T M C Dwg: PULTE Truss ID: CC
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
�-` CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lhr: 1.15
COMPANY INC. Bracing shown on his drawing is not ereciiun bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a p:u't of the building design and which muse he considered by the building designer. Bracing
O,L, Spacing: 2 l.O h
WESTFIELD IND 46074 shown is for lateral support of truss members only m reduce buckling length. Provisions must be BC Live 0.0 psi
made to anchor lateral bracing at ends and specified fixations determined by the building designer. $C Dead ]Q.(] psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (See IIIB-91 of TPI). For specific Code Dese: TPI 1-1995
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
583 D'Onotrio Drive.Madison.Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457008- 30
Dent n .11mrit anrdcsti AM 1.1771• (' 777i-1.OK'H17 lin ui tl;(v)
'ULTE 2433 MODEL 1214 WO: TI: CC 1 QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [1 : Plate OFFSET from joint center. Refer Joint Locations
1- 0 -1995 0.06 0.15 0.22 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 5) 24- 0- 0 9) 6- 0- 0
0- 2 -2616 0.11 0.32 0.43 WEBS: 2x3 SPF #3 (N) All COMPRESSION Chords are assumed to be 2) 6- 0- 0 6) 24- 0- 0 10) 0- 0- 0
2- 3 -2019 0.12 0.45 0.57 2x4 SPF #3 (N) 2,4 continuously braced unless noted otherwise. 3) 12- 0- 0 7) 18- 0- 0
3- 4 -2019 0.12 0.45 0.57 2x4 SPF STUD (N) 3 4) 18- 0- 0 8) 12- 0- 0
4- 0 -2616 0.11 0.32 0.43 SLIDERS: 2x4 SPF #1/#2 (N) ----MAX. REACTIONS PER BEARING LOCATION
0- 5 -1995 0.06 0.15 0.22 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type
L/999 0- 1-12 1020 0 0 BOT PIN
BC FORCE AXL BND CSI L=-0.21" D=-0.20" T=-0.41" 23-10- 4 1019 0 0 BOT H-ROLL
0- 9 2358 0.57 0.26 0.83 MAX HORIZONTAL DEFLECTION:
9- 8 2369 0.58 0.19 0.77 T. 0.30"
8- 7 2369 0.58 0.19 0.77
7- 6 2359 0.57 0.26 0.83
WEB FORCE WEB FORCE
2- 9 58 4- 8 -535
2- 8 -535 4- 7 58
3- 8 1346
RMB = 1.15
12-0-0 12-0-0
1 4 5
6 00 -6.00 I
[4X6]
4X6 4X6
6-9-15 ic - 6-6-12
3X4 (6X10] 3X4
0-6-12 3X4 3X4 0-6-12
2X4 2X4
IGX10] � 2-11-2 (6X10]
f e 10-7-8 U]
3.00 1 1 -3.00
``,oN`Os Si
q,R0 0-3
G STf F
1 4 F 11-8-8 11-8 8
2ih
6
STATE = t o20# 3.50" 9 7
O F _ 1020# 3.50°
INDIANq 1-0-0 IIo 24-0-0 �f 1 0-0-0
COSIVILidTES (8) 2X4 I (' R1-1-7)
%��.0� ���`': EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
FS'S/0 N PI �`-,k" WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
��,''"""'% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: CCI
Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING CONTRACTOR. TC Live 20.0 psf DurFac - Lbr: 1.15
BRACING WARNING:
COMPANY INC. Bracing shown on this drawing is not erection bracing,wind bracing.portal bracing or similar bracing IC Dead 10.0 psf DurFac - Pit: 1.1;
PO BOX 418 which is a pan of the building design and which must be considered by the building designer Bracing 0.C, S 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions nmsl he BC Live 0.0 psf Spacing:�,'
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified Inca lions determined by the building designer. BC Dead 10.0 psf Design Criteria: TYI
Additional bracing of the overall structure may he required. (Sec 1118-91 m(TPI) For specific Code Df'.SC: TN 1-1995
WII Fla OI'AI.ITY('OIINTs arias bracing requirements. contact building designer. (Truss Plate Institute,TPI.is localcd at
583 I)Onolrio Drive,Madison,Wisconsin 51719). TOTAL 40.0 psf V:01.01.00-457009- 31
Ih•„en- 11niri, Anedvs6 JOB PA17/. C!7'EE'U)ii Ili/N //('S 1,l ul ivi
PULTE 2433 MODEL 1214 WO: TI: DGR QTY:2
TC FORCE AXL BND CSI TOP CHORDS: 2x6 SP MEL-23 This truss MUST be installed as shown. Joint Locations
1= 2 -9011 0.06 0.25 0.31 BOT CHORDS: 2x10 SP MEL-23 It cannot be turned upside-down! 1) 0- 0- 0 6) 15- 7-13 11) 7-10-13
2- 3 -13840 0.14 0.22 0.36 WEBS: 2x4 SPF #1/#2 (N) .Suggest SIMPSON 'TBE' connection at 2) 4- 0- 4 7) 19- 8- 0 12) 6- 0- 0
3- 4 -13869 0.15 0.20 0.34 2x6 SP MEL-23 1,2,10,11 bearing location for proper reaction 3) 7-10-13 8) 19- 8- 0 13) 4- 0- 4
4- 5 -13869 0.15 0.20 0.35 2x4 SP #2 4,6,8 transfer from truss to bearing. 4) 9-10- 0 9) 15- 7-13 14) 0- 0- 0
- 6 -13869 0.14 0.23 0.36 All COMPRESSION Chords are assumed to be [] : Plate OFFSET from joint center. Refer 5) 11- 9- 5 10) 11- 9- 5
6- 7 -9030 0.06 0.25 0.31 continuously braced unless noted otherwise. to Joint Detail Report.
2-PLY TRUSS! fasten w/10d nails in This 2-PLY truss designed to carry TOTAL DESIGN LOADS
BC FORCE AXL BND CSI staggered pattern per nailing schedule: 24' 0" span framed to TC one face Uniform PLF From PLF To
14-13 0 0.00 0.05 0.05 TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2' 0" span split-framed to opposite face TC Vert L+D -584 0- 0- 0 -584 19- 8- 0
13-12 9918 0.16 0.11 0.27 Distribute loads equally to each ply. This truss has not been designed for ROOF BC Vert L+D -10 0- 0- 0 -10 0- 3- 8
12-11 9918 0.16 0.11 0.28 PONDING. Building designer must provide BC Vert L+D -174 0- 3- 8 -174 19- 8- 0
11-10 14118 0.23 0.16 0.39 Building Designer shall provide adequate adequate drainage to prevent ponding. (0.25 ----MAX. REACTIONS PER BEARING LOCATION
10- 9 9919 0.16 0.14 0.30 bearing area and anchorage. in./ft. min. slope to drain) . Truss must be X-Loc Vert Horiz Uplift Y-Loc Type
9- 8 0 0.00 0.05 0.05 BEARING AREA REQUIRED marked to prevent UPSIDE DOWN erection. 0- 1-12 7407 0 0 BOT PIN
ID Brg Size ** Min Size -or- Min Area 19-10- 4 7455 0 0 BOT H-ROLL
WEB FORCE WEB FORCE 2 0- 3- 8 0- 4- 6 13.20 si
1-14 -7002 5-10 -1982 ** size specified by customer
1-13 10786 6-10 4694 MAX LIVE LOAD DEFLECTION:
2-13 -5307 6- 9 -5209 L/999
2-11 4726 7- 9 10815 L=-0.12" D=-0.15" T=-0.27"
3-11 -2032 7- 8 -7021 MAX HORIZONTAL DEFLECTION:
3-10 -296 T. 0.06"
RMB = 1.00
I ', 2-PLYS REQUIRED
20-0-0
1 2 3 4 5 6 7
HY20-5X10.4
[8X12] [8X10] [8X10] 3X8 [8X10] [8X12]
IT
3-0-0 \___: "Z:1„ .__ _ 3-0-0
=-' == III
[7X8] [I0X12] 8X12 [IOXIOI 10X16 [10X12] 15XI27
Alk
`0 GISTf CF'
` '� �H
No. c� ' 19-6-8
Q 16442
11 13 12 111 110 9 8f
STATE OF = 7407# 3.50" 7455# 4.38„
INDIANq
a 19-8-0 p �0 a-0-
., (1 RO-4-0)
'� ,0 4" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
,''',,`,SSIONAI Co_``�` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
/' T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: DGR
CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17-02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
?2 ::::)...... ......-41
COMPANY INC. Bracing shown on 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 he considered by the building designer. Bracing 0.C, Spacing: 24.0"
shown is Mr lateral support tit.truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: "I PI
Additional bracing of the overall structure may he required. (See IIIB-91 it TI'l). For specific Code Dose: TN I 199a
WI I I[RIi QU.Al ITY('OI IN IS truss bracing requirements, contact building designer. (Truss Plate Institute,TT'l.is located at
583 D'Onofrin Drive,Madison.Wisumsht 53719). TOTAL 40.0 psf _V:01.01.00-457010- 32
I)rct,ttt. ,Hair,, Anahrcts .101i 1'ATII. C:ITFh..-IOKII/IN /I(1' Hi 0Il tX,
PULTE I 2433 MODEL 1214 WO: TI: EGES QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations
SOT CHORDS: 2x4 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 4) 5- 4- 0 7) 2- 6- 4
BC FORCE AXL BND CSI WEBS: 2x4 SPF STUD (N) BRACING to extend for center 80% of length. 2) 2- 6- 4 5) 5- 4- 0 8) 0- 0- 0
GABLE STUD: 2x4 SPF STUD (N) Analysis based on Simplified Analog Model. 3) 3-10- 4 6) 3-10- 4
WEB FORCE AXL BND CSI SLIDERS: 2x4 SPF #1/#2 (N) [1 : Plate OFFSET from joint center. Refer ----MAX. REACTIONS PER BEARING LOCATION
2- 7 0 0.00 0.03 0.03 MULTIPLE LOADS -- This design is the to Joint Detail Report. X-Loc Vert Horiz Uplift Y-Loc Type
3- 6 0 0.00 0.06 0.06 composite result of multiple loads. All COMPRESSION Chords are assumed to be 0- 1-12 0 0 0 BOT PIN
5- 4 0 0.00 0.12 0.12 continuously braced unless noted otherwise. 5- 3- 4 0 0 0 BOT H-ROLL
Wind analysis based on: ASCE-Combined, V. 75
WEB FORCE WEB FORCE MPH, 1=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
RMB = 1.15•
1' 5-4-0 k
1 2 3 4
6 00
[5X6]
[3X10] 14
•
[3X101 ��
3-5-15 3 2-12
0-6-12 I''
rnl n n
[5X61 2X4 2X4 2X4
Cora-1-1t.1k)o05 Sv?Po RI'
O E. qR ,� o1s
sT4- cam; j
c• No. c' = 5-2-8 /
CI 16J42 = f t / I
— S- TATE OF -- 8 7 6 s
0# 3.50° 0# 1.50��
INDIA1�q _ 1 0 0
5-4-0 0
(R1-1-7) •
�,',p� c ,= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 1-4-0 o.c. scale = 0.5000
'�0,4, F.�Ct'' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
',i,,,IiiiiAI .�` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: EGES
�'' . CONTRACTOR. Dsgnr: JRH Chk: Date: 2 13 02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING: DurFac - Plt: I.1�
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 of the building design and which must he considered by the building designer. Bracing BC Live O.t) Sf O.C. Spacing: 24.0"
WESTFI ELD IND 46074 shown is l r lateral support tit.truss members only to reduce buckling length. Provisions must he p.
made to anchor lateral bracing at ends and specified 1wa011ns determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may be required. (See HIG-91 of TPI). For specific p Code Dese: TPI 1 1995
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
583 D'Onotrin Drive,Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-471998- 54 I
netrr,nn: Mnrrit :Analysis JOB PATH: C.'ITEE-LOKIBIN IIC.S: 01.OL00
f'ULTE 2433 MODEL 1214 WO: TI: E QTY:9
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer Joint Locations
1= 2 62 0.01 0.32 0.34 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 5- 4- 0
WEBS: 2x4 SPF STUD (N) All COMPRESSION Chords are assumed to be 2) 5- 4- 0 4) 0- 0- 0
BC FORCE AXL BND CSI WEDGES: 2x4 SPF #1/#2 (N) continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION
4- 3 0 0.00 0.12 0.12 MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type
• L/999 0- 1-12 273 0 0 BOT PIN
WEB FORCE WEB FORCE L=-0.02" D=-0.01" T=-0.03" 5- 3- 4 213 0 0 BOT H-ROLL
2- 3 -147 MAX HORIZONTAL DEFLECTION:
RMB = 1.15 T. 0.04"
5-4-0
1 2
I 6.00
2X4
T I
3-5-15 3 2 12
0-6-12
[4X61 2X4
3X8
\OE. III
No, F
,1' 5-2-8 4 3l
16442 I
___________STATE OF _ 273# 3.50" 213# 1.50"
I N D J,4 N = l a 1-0-0 o la s-a-o
(R1-1-7) •
'�',, \�(t - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000
'J.,/.fS ����`� Eng. Job: WO:
��,, S/0NAl_ WARNING: READ ALL NOTES ON THIS SHEET.
//'i1/frlt` T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: E
CONTRACTOR. Dsgnr: JRH Chk: Date: 2 13-02 44._,---/74:::::. ,
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. TC Dead 10.0 psf DurFac - Plt: 1.11
Bracing shown on this drawing is not erection bracing,wind bracing.portal bracing or similar bracing
PO BOX 418 which is a pan or the building design and which must he considered by the building designer. Bracing BC Live O.O Sr O.C. Spacing: 24.0tt
WESTFIELD IND 46074 shown is ror lateral support of truss members only to reduce buckling length. Provisions must he p
made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead ]O.Q psf Design Criteria: TPI
Additional bracing or the overall structure may he required. (See liIB-91 or TPI). For specific Code Dese: TPI 1-1995
wi I ER l:QUALITY ITY COUNTS truss bracing requirements, contact building designer (Truss Plate Institute.TPI,is located at
583 D'Onolri"Drive.Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-471990- 53
JOB PITII: C.ITEF.-1.lM'III/N /ir'r ni HI He,
PULTE 2433 MODEL 1214 WO: TI: FGEF QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [) : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -184 0.00 0.23 0.23 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 6) 6- 8-10 11) 3-11- 4
2- 3 -533 0.00 0.29 0.29 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 1- 1-14 7) 7-10- 8 12) 2- 7- 4
3- 4 -481 0.00 0.16 0.16 SLIDERS: 2x4 SPF #1/#2 (N) MULTIPLE LOADS -- This design is the 3) 2- 7- 4 8) 7-10- 8 13) 1- 1-14
4- 5 -481 0.00 0.16 0.16 All COMPRESSION Chords are assumed to be composite result of multiple loads. 4) 3-11- 4 9) 6- 8-10 14) 0- 0- 0
5- 6 -533 0.00 0.29 0.29 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 5) 5- 3- 4 10) 5- 3- 4
6- 7 -184 0.00 0.23 0.23 MAX LIVE LOAD DEFLECTION: MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, ----MAX. REACTIONS PER BEARING LOCATION
L/999 internal pressure coef. I, interior zone. X-Loc Vert Horiz Uplift Y-Loc Type
BC FORCE AXL BND CSI L=-0.06" D=-0.05" T=-0.11" 0- 1-12 374 0 0 BOT PIN
L4-13 377 0.09 0.11 0.21 MAX HORIZONTAL DEFLECTION: 7- 8-12 374 0 0 BOT H-ROLL
13-12 422 0.10 0.10 0.20 T. 0.14"
L2-11 436 0.11 0.18 0.28
L1-10 436 0.11 0.18 0.28
LO- 9 422 0.10 0.10 0.20
9- 8 377 0.09 0.11 0.21
WEB FORCE WEB FORCE
2-13 -129 5-10 30
3-12 30 6- 9 -129
4-11 457
RMB = 1.15
3-11-4 3-11-4 1/I
i
1 2 3 5 6 7
8.00 -8.00
5X4
-s 12 , aidllIIhi 1-
_� uoX8] [6X8] 1-10-4 [4X8]
[61]
° 5-6-12 a
`,,,,i l 3 i i 1,3,,, ‘se, 0 0 U 5 -V WT
`
G ST�cNo, � F` l
16442 �� �41-1 14 2-9-6
113 i-� 2190-6 1-1-14
Al
_ STATE OF
INp1gN _ 1-0-0 1-0 0
A a c.a 7-10-8 D a C�
c4= COSMETIC PLATES (12) 2X4 (R1-2-7) (R1-2-7)
A = EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000
'.'Q D�
�''i,FSs/oNAL ��``% WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
''''"" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D«g: PULTE Truss ID: FGEF
, CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lhr: 1.15
rr_ ,4_,....7-7j4...-v
COMPANY INC. Bracing shown on this drawing is,ill erection,bracing,wind bracing,portal bracing or similar hrachtg TC Dead 10.0 psf DurFac PIt: I.l S
PO BOX 418 which is a pan of the huiliing design and which must he considered by the building designer. Bracing TC
shown is for lateral spiv,'of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf O.C. SpaCing: _4.0
WESTFI ELD IND 46074 made to 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 II II3-91 of TPI). For specific Code Dese: TPI 1-1995
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute-TPI,is located at !� s1 (1 581 D'Onu(riu Drive.Madison,Wisconsin 53710). TOTAL 40.0 psf V:01.01.00-457011- 33
l)r.ci,iit Alairt:r :Isnlcr+e JOB PATH: C.ITEE-1.0KININ //C:S 0/0/00
PULTE 2433 MODEL 1214 WO: TI: F QTY:2
"TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer Joint Locations
1- 0 -231 0.00 0.04 0.05 BOT CHORDS: 2x4 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 3) 7-10- 8 5) 3-11- 4
0- 2 -285 0.00 0.09 0.09 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 3-11- 4 4) 7-10- 8 6) 0- 0- 0
2- 0 -285 0.00 0.09 0.09 SLIDERS: 2x4 SPF #1/#2 (N) All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION
0- 3 -231 0.00 0.04 0.05 MAX LIVE LOAD DEFLECTION: continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type
L/999 0- 1-12 375 0 0 BOT PIN
BC FORCE AXL BND CSI L. 0.00" D. 0.00" T. 0.00" 7- 8-12 375 0 0 BOT H-ROLL
6- 5 212 0.05 0.06 0.11 MAX HORIZONTAL DEFLECTION:
5- 4 212 0.05 0.06 0.11 T. 0.00"
WEB FORCE WEB FORCE
2- 5 85
RMB = 1.15
3-11-4 2/
3-11-4 t
1 2 3
8.00 -8 00
5X4
3X4 3X4
3-7-11 3-4-4
0-8-12 0 8 12
[4X8] 2X4 [4X8]
�o�' 01 E 1,, ''
�� 9, GINS TN'''„
• �'
o. 7-10 8 j,
I644 6 5 4
STATE CF = 375# 3.50" 375# 3.50"
7. INDIANA U 1-0 o D O 7-10-8 o}a 1 0 0
nj
(R1-2-7) (R I-2-7)
,o <c�`'; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000
',,�0 C,.�:. -
,e2/..`S`S/ONAI F'��`' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
/'"c11111 T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: F
CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. Bracing s,,,,Hn,,,,this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to anchor lateral bracing al ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may be required. (See HIB-91 ill TPI). For specific Code Dese: TPi 1-1995
WIIlRF QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TM.is located at
581 D'Onnfri"Drive.Madis(in.Wise sin 51719). TOTAL 40.0 psf V:01.01.00-457012- 34
neovn il,nrrt ..Innh:e/c JOH P:f711. (-IITili-LUA-'.ION IICS 01 ill 00
PULTE 2433 MODEL 1214 WO: TI: VA010806 QTY: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 3) 2- 9-12 5) 0- 0- 0
BC FORCE AXL BND CSI Analysis based on Simplified Analog Model. BRACING to extend for center 80% of length. 2) 1- 4-14 4) 2- 9-12
All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the ----MAX. REACTIONS PER BEARING LOCATION
WEB FORCE WEB FORCE continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type
• RMB 1.15 Wind analysis based on: ASCE-Combined, V= 75 0- 1-12 0 0 0 BOT PIN
MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 2- 8- 0 0 0 0 BOT H-ROLL
internal pressure coef. I, interior zone.
1-4-14 it 1-4-14
1 3
8 00 -8.00 1
2X5
0-11-10 0-11-10
1 ° 1
2X5 • 2X5
`,,t,trr,/rr,
G ST4-. es
16442 Fi . 2-9-12
STATE _ 5 4
OF � oa 3.50" 0# 3.50°
I N DIANq o 2-9-12 0
=�A� �k, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 5-0-0 o.c. scale = 0.7500
,,.....OFFSS/OVAL Cv ..". WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
�'��•'"""" T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: V.A010806
�-� /'"' • CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17 02
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. Bracing shown un this drawing is not erection bracing,wind bracing.portal bracing or similar irking TC Dead 10.0 psf DurFac - P1t: 1.15
PO BOX 418 which is a part of the building design and which must he considered by the building designer. (tracing 0.C. Spacing: 24.0"
shown is Mr lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
}� h
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified fixations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (See HIU-91 of TPI). For specific Code Dese- TPI 1-1995
WIIERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute.TPI,is located at
583 D'Onol'rio Drive,Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457013- 35
/lure, hunt Annh:ric JOH PA VI: ('.ITEK-L(M-ifIN 1/r•C rn/ill rrl
PULTE 2433 MODEL 1214 WO: TI: VA020806 QTY: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 3) 5- 9-12 5) 2-10-14
BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2-10-14 4) 5- 9-12 6) 0- 0- 0
MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION
WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type
5- 2 0 0.00 0.24 0.24 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN
Wind analysis based on: ASCE-Combined, V= 75 5- 8- 0 0 0 0 BOT H-ROLL
WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
RMB = 1.15 internal pressure coef. I, interior zone.
1' 2-10-14 2/
2-10-14
2 3
8.00 -8.00
4X4
T T
1-11-10 1-11-10
0-0-6 0-0-6
2X5 2X4 2X5 f
164 4 2 ,� 5 112
6 5 4
STATE OF - 0# 3.50" 0# 3.50"
7. I N DIA1V I� 5-9-12
A �:
,o �- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 5-0-0 o.c. scale = 0.7500
�O W
'',,eSS/ONAL `��`'' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: «'O:
///�/(Iiiii% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: VA020806
' CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac Lbr: 1.15
COMPANY INC. BRACING WARNING:
Brictng sh"wn"n this drawing is not erection bracing.wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - PR: 1.15
PO BOX 418 which i,a part of the building design and which muss he considered by the building designer. Bracing
Spacing:O.C. S 4.0"
.hewn is roe lateral support or truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf P' g
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (See h11B-91 of TI'1). For specific Code Derr. TPI 1-1995
VIIERE QliAl-ITY COUNTS truss bracing requirements. contact budding designer. (Truss Plate Institute,TI'l.is located ai
533 D'Onorrio Drive.Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-457014- 36
/),'rich I/,rrnt ..1,u,t/t m Jllli PAP l: ('.ITEE-L(IAIFt/N 11(.1 tit it!trt
PULTE 2433 NIODEL 1214 WO: TI: VA030806 QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations
HOT CHORDS: 2x3 SPF #1/#2 (N) of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 8- 9-12 5) 4- 4-14
BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4- 4-14 4) 8- 9-12 6) 0- 0- 0
MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION
WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type
.5- 2 0 0.00 0.58 0.58 continuously braced unless noted otherwise. 0- 1-12 0 0 0 BOT PIN
Wind analysis based on: ASCE-Combined, V. 75 8- 8- 0 0 0 0 BOT H-ROLL
WEB FORCE WEB FORCE MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C,
internal pressure coef. I, interior zone.
RMB = 1.15
4-4-14 4-4-14
1 3
8 00 -8.00
4X4
T T
2-11-10 2-11-10
0-0-6 0-0-6
1,
2X5 2X4 2X5 t
,oN\Ol(E
`�'� GIS ,— F";
No, F 8-9-12
Z. 16442 1
STATE OF = 6 5 4
Of/ 3.50" ON 3.50"
lNDIANA 8-9-12
,o �, ; EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 5-0-0 o.c. scale = 0.5000
''I,0�' ��\��• Eng. Job: WO:
'�''�cScs NAL ��.`��` WARNING: READ ALL NOTES ON THIS SHEET.
�''"""'% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D.vg: PULTE Truss ID: A030806
' CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING:
Rrtcntg shown on this drawing is not er ctiun bracing,wind bracing,penal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: l.l
PO BOX 418 which u a Part of the building design and which must be considered by the building designer. Bracing 0.C. Spacing: 24.0"
shown is for lateral support or muss members only to reduce buckling length. Provisions must he BC Live 0.0 psf l�� g'
WESTFIELD IND 46074 made to anchor lateral bracing ai ends and specified locations determined by the building designer Design Criteria: TPI
Additional bracing of the overall structure may he required. (See I-IIB-91 of TPI). Fur specific BC Dead 10.0 psf _
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute.TPI.is located at Code Dese: TPI 1 199-
5R1 D'Onolrio Drive.Madiso,Wisconsin 51719). TOTAL 40.0 psf V:01.01.00-45701 5- 37
huts' .:Lien Ano/cvc JO1I l';ITII: (..11EE-1.OK011IN 11('.1 III Ill Ix,
PULTE 2433 MODEL 1214 WO: TI: VA040806 QTY: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) 11- 9-12 9) 2- 0- 7
BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 2- 0- 7 6) 11- 9-12 10) 0- 0- 0
MULTIPLE LOADS -- This design is the Analysis based on Simplified Analog Model. 3) 5-10-14 7) 9- 9- 5
WEB FORCE AXL BND CSI composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 9- 9- 5 8) 5-10-14
9- 2 0 0.00 0.06 0.06 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION
8- 3 0 0.00 0.65 0.65 Wind analysis based on: ASCE-Combined, V. 75 X-Loc Vert Horiz Uplift Y-Loc Type
7- 4 0 0.00 0.06 0.06 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 SOT PIN
internal pressure coef. I, interior zone. 11- 8- 0 0 0 0 BOT H-ROLL
WEB FORCE WEB FORCE
RMB = 1.15
5-10-14 / 5-10-14
1 2 3 4 5
8 0000 -8 00
4X4
E_�
3-11-10 3-11-10
2X4 2X4
n 10-0-6
' 0 0 6
v u u u
2X5 2X4 2X4 2X4 2X5 t
,,,,tttiiJlrr,/
`,%ON�o E.
A'sc-,
GSrt. e
' No- F - 11-9-12
16442 ...
10 9 8 7 6
— STATE OF = 0# 3.50" 0# 3.50„
7. INplq� — a 11-9-12 0
A
.o �e4-,'= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 3-0-0 o.c. scale = 0.5000
'� �
. Dcs :
", S , F. �',/, S/O N A �`� -
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
c'1111111" T M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: VA040806
:"4......7-fr. —4,a, , CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING:
Gracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing Spacing:0.C. S : 24.0"
shown is for lateral support of truss members only b,reduce buckling length. Provisions must be BC Live 0.0 psf P g
WESTFIELD IND 46074 _ made to anchor lateral bracing at ends and specified!,cations determined by the building designer BC Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (See 11111-91 of TM. For specific Code Uese: TPI 1-199-
WIII/RE QUALITY COUNTS truss bracing requirements. contact building designer. (Truss 1'la;c Institute,TP1.is located at
5){3 D'Onnfrin Drive.Madison.Wisconsin 53719) TOTAL 40.0 psf V:01.01.00-457016- 38
/)ei,ti,t- mum, .lnnit:r,s JO/i l';177/- C ITEE-LQK/11/N //CS /1/0/(xi
'ULTE 2433 MODEL 1214 WO: TI: VA050806 QTY:1
TC FORCE AXL END 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) 14- 9-12 9) 3- 4-14
BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 3- 4-14 6) 14- 9-12 10) 0- 0- 0
[) : Plate OFFSET from joint center. Refer Analysis based on Simplified Analog Model. 3) 7- 4-14 7) 11- 4-14
WEB FORCE AXL BND CSI to Joint Detail Report. MULTIPLE LOADS -- This design is the 4) 11- 4-14 8) 7- 4-14
9- 2 0 0.00 0.13 0.13 All COMPRESSION Chords are assumed to be composite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION
8- 3 0 0.00 0.70 0.70 continuously braced unless noted otherwise. Wind analysis based on: ASCE-Combined, V= 75 X-Loc Vert Horiz Uplift Y-Loc Type
7- 4 0 0.00 0.13 0.13 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 0- 1-12 0 0 0 BOT PIN
internal pressure coef. I, interior zone. 14- 8- 0 0 0 0 BOT H-ROLL
WEB FORCE WEB FORCE
RMB = 1.15
7-4-14 7-4-14
1 2 4 5
8 00 -8 00
[5X4)
I I
4-11-10 2X4 2X4 4-11-10
0-0-6 0-0-6
2X5 2X4 4X4 2X4 2X5
,,„ilit ii,,,fiii
;``,,0��� sTE Rn e,
No, F f 14-9-12 i
16442 10 9 8 1 6
( NoESTATE of 3.50" 0# 350"
.__
q la 9 12
,o Cc4'= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.3750
''�����FFS -��� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
�iii, 0 N AL I M C Dwg: PULTE Truss ID: VA050806
•'/t i l i i f t A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING
CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02
TRUSS MANUFACTURING TC Live 20.0 psf DurFac- Lbr: 1.15
COMPANY INC. BRACING WARNING:
• Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac -Plt: 1.15
PO BOX 418 which is a pan of the building design and which must be considered by the huilding designer. Bracing O,C, Spacing: 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to anchor lateral bracing at ends and specified locations determined by the building designer. $C Dead 10.0 psf Design Criteria: TPI
Additional bracing of the overall structure may he required. (See HIB-91 of TPI). For specific Code Dese. TPI 1 1995
WIIFRE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute.TI'I.is located at
583 D'Onotrio Drive,Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-45701 7- 39
Design: Malrir Analysis JOB PATH: C:ITEE-LOKIBIN IIC.S: (1/.0/03
PULTE I 2433 MODEL 1214 WO: TI: VA060806 QTY: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) 17- 9-12 9) 8- 0- 0
BC FORCE AXL BND CSI GABLE STUD: 2x3 SPF #3 (N) BRACING to extend for center 80% of length. 2) 4-10-14 6) 17- 9-12 10) 4-10-14
2x3 SPF #1/#2 (N) 2 Analysis based on Simplified Analog Model. 3) 8-10-14 7) 12-10-14 11) 0- 0- 0
WEB FORCE AXL BND CSI MULTIPLE LOADS -- This design is the [] : Plate OFFSET from joint center. Refer 4) 12-10-14 8) 8-10-14
10- 2 0 0.00 0.29 0.29 composite result of multiple loads. to Joint Detail Report. ----MAX. REACTIONS PER BEARING LOCATION
8- 3 0 0.00 0.58 0.58 A11 COMPRESSION Chords are assumed to be X-Loc Vert Horiz Uplift Y-Loc Type
7- 4 0 0.00 0.29 0.29 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, 17- 8- 0 0 0 0 BOT H-ROLL
WEB FORCE WEB FORCE internal pressure coef. I, interior zone.
RMB = 1.15
f, 8-10-14 8-10-14
1 2 4 5
800 -8.00
[5X4]
�a
2X4 2X4
5-11-10 5 5-11-10
2
illNik._
0-0-6 4/A41.110-0-6
2X5 2X4 2X5 2X4 2X4 2X5
No, F'• 17-9-12
16442 11 10 9 8 7 6
STATE OF "Z_ of 3.50" 0# 3.50"
INDIANA - 1' 17-9-12
4 =
.0 �k�= EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 2-0-0 o.c. scale = 0.2500
'����'�FSs�� Al_ F.�� WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
�'"r r f"% I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: VA060806
CONTRACTOR. Dsgnr: JRH Chk: Date: 1-17-02—,..7--/;;;114, ,
TRUSS MANUFACTURING BRACING WARNING: TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. Bracing shown tin this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a part of the building design and which must be considered by the building designer. Bracing O.C. Spacing: 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to 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 be required. (See HIB-91 of TPI). For specific Code Desc: TPI 1-1995
WHERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI.is located at
583 D'Onufriu Drive.Madison,Wisconsin 53719) TOTAL 40.0 psf V:01.01.00-457018-40
Design: Matrix- Analysis JOB PATH: C:ITEE-LOKIBIN I/CS 01 ill(k)
PUI,TE 2433 MODEL 1214 WO: TI: VA1GEF QTY:1
•TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) [] : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -904 0.03 0.04 0.07 BOT CHORDS: 2x3 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 7) 8- 1-14 13) 6- 9-14
2- 3 -1006 0.04 0.04 0.08 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 2- 1- 9 8) 8-10- 3 14) 5- 5-14
3- 4 -998 0.04 0.04 0.08 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 3) 2- 9-14 9) 10-11-12 15) 4- 1-14
4- 5 -959 0.03 0.04 0.08 continuously braced unless noted otherwise. composite result of multiple loads. 4) 4- 1-14 10) 10-11-12 16) 2- 9-14
5- 6 -959 0.03 0.04 0.08 MAX LIVE LOAD DEFLECTION: Wind analysis based on: ASCE-Combined, V= 75 5) 5- 5-14 11) 8-10- 3 17) 2- 1- 9
6- 7 -998 0.04 0.04 0.08 L/620 at JOINT #14 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, 6) 6- 9-14 12) 8- 1-14 18) 0- 0- 0
7- 8 -1006 0.04 0.04 0.08 L=-0.20" D=-0.20" T=-0.40" internal pressure coef. I, interior zone. ----MAX. REACTIONS PER BEARING LOCATION
8- 9 -904 0.03 0.04 0.07 MAX HORIZONTAL DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type
T= 0.50" 0- 1-12 439 0 0 BOT PIN
BC FORCE AXL BND CSI 10-10- 0 439 0 0 BOT H-ROLL
L8-17 782 0.27 0.04 0.31
17-16 860 0.30 0.02 0.31
16-15 894 0.31 0.02 0.33
15-14 913 0.31 0.02 0.33
L4-13 913 0.31 0.02 0.33
L3-12 894 0.31 0.02 0.33
L2-11 860 0.30 0.02 0.31
11-10 781 0.27 0.04 0.31
WEB FORCE WEB FORCE
2-17 -287 6-13 24
3-16 -33 7-12 -33
4-15 24 8-11 -287
5-14 982 y1
'5-5-14 5-5-14
RMB = 1.15 2 3 4 1 6 7 8 9
I 8.00 -8.00
4X4
. I,9
.A1
2X4 ' 2X4
- ll
iealis
1
2x4 1/N' 2xa
3 8-5 2X4 VP .sn V 2X4W .
I3-8-5
ilia
n n i
0-0-6 1= z� n n n marI 0-0-6
v B n n nE v
2X5 [5X8] '2x4 2-2-14 2x4 ISXSI 2X5 7-
F. 8.00 1 6-8-10 1-8.00
bN , /// f / �/ / I / / / / f7I/ X / f/ f/ /ZZ//of '*f
``�� E•F e,'% 2-1-9 3-4-5 3-4-5 2-1-9
1644
2 18 17 16 15 14 13 12 11 10
_ STATE OF ..;1:::.
INDIAN 10-11-12
A � COSMETIC PLATES (12) 2X4
%�',p4 t(` �` EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5000
'1', CS, �,���` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO:
'��,,S)ON3A% T M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: VA1GEF
�,-�� CONTRACTOR. Dsgnr: JR11 Chk: Date: 2-13-02
/' �' TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING:
Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 4 1 8 which is a part of the building design and which must he considered by the building designer. Bracing Spacing:0.C, S : 24.0tt
shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P g
WESTFIELD IND 46074 made to 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 11113-91 of TPI). For specific Code Dese: TPI 1-1995
WIII:Rti QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
583 D'Onnfrio Drive,Madison,Wisconsin 53719). TOTAL 40.0 psf V:01.01.00-472001- 55
JOB PAT!!: C:ITEE-I.OKIl3/N !ICS 01 01(x1
PULTE 2433 MODEL 1214 WO: TI: VA2GEF QTY:1
•TC FORCE AXL BND CSI TOP CHORDS: 2x3 SPF #1/#2 (N) (] : Plate OFFSET from joint center. Refer Joint Locations
1- 2 -312 0.00 0.10 0.10 BOT CHORDS: 2x3 SPF #1/#2 (N) to Joint Detail Report. 1) 0- 0- 0 10) 13- 0- 4 19) 10- 4- 4
2- 3 -320 0.00 0.11 0.11 WEBS: 2x3 SPF #3 (N) + Denotes 90 degree plate orientation. 2) 2- 1- 9 11) 14- 4- 4 20) 9- 0- 4
3- 4 -284 0.00 0.26 0.26 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 3) 3- 8- 4 12) 15-10-15 21) 7- 8- 4
4- 5 -341 0.00 0.26 0.26 continuously braced unless noted otherwise. composite result of multiple loads. 4) 5- 0- 4 13) 18- 0- 8 22) 6- 4- 4
�- 6 -313 0.00 0.14 0.14 This truss is designed to bear on multiple 5) 6- 4- 4 14) 18- 0- 8 23) 5- 0- 4
6- 7 -282 0.00 0.19 0.20 Wind analysis based on: ASCE-Combined, V= 75 supports. Interior bearing locations should 6) 7- 8- 4 15) 15-10-15 24) 3- 8- 4
7- 8 -282 0.00 0.19 0.20 MPH, I=0.90, Mean Hgt.=15.0 ft, Exp. Cat. C, be marked on truss. Shim or wedge if 7) 9- 0- 4 16) 14- 4- 4 25) 2- 1- 9
8- 9 -313 0.00 0.14 0.14 internal pressure coef. I, interior zone. necessary to achieve full bearing. 8) 10- 4- 4 17) 13- 0- 4 26) 0- 0- 0
9-10 -341 0.00 0.26 0.26 MAX LIVE LOAD DEFLECTION: 9) 11- 8- 4 18) 11- 8- 4
.0-11 -284 0.00 0.26 0.26 L/999 ----MAX. REACTIONS PER BEARING LOCATION
.1-12 -320 0.00 0.11 0.11 L=-0.01" D=-0.o1" T=-0.03" X-Loc Vert Horiz Uplift Y-Loc Type
.2-13 -312 0.00 0.10 0.10 MAX HORIZONTAL DEFLECTION: 0- 1-12 245 1 0 BOT PIN
T= 0.03" 5- 0- 4 320 0 0 BOT H-ROLL
BC FORCE AXL BND CSI 9- 0- 4 310 0 0 BOT H-ROLL
!6-25 245 0.08 0.10 0.19 13- 0- 4 320 0 0 BOT H-ROLL
15-24 292 0.10 0.08 0.18 17-10-12 245 0 0 HOT H-ROLL
!4-23 326 0.11 0.24 0.35
!3-22 265 0.09 0.24 0.32
!2-21 296 0.10 0.12 0.22
!1-20 323 0.11 0.16 0.27
!0-19 323 0.11 0.16 0.27
.9-18 296 0.10 0.12 0.22
.8-17 265 0.09 0.24 0.32
.7-16 326 0.11 0.24 0.35
.6-15 292 0.10 0.08 0.18
.5-14 245 0.08 0.10 0.19
WEB FORCE WEB FORCE ? 3 9 044 5 6 8 9 10-0 4 ltl 12 13'
2-25 -107 8-19 -23
3-24 -34 9-18 -28 8 00 -8 00
4-23 -183 10-17 -183
5-22 -28 11-16 -34 [5X4]
6-21 -23 12-15 -107
7-20 135 2rel:1419%
4
RMB = 1.15 2X� 42X4 '' ° 2X4
J li1
6-0 9 2X4 �!/ ! 1 2X4 6-0-9
2x4 I 2x4
0-0-6Ai_ 1 I I . 1 ' 0 0 6
� p��n • n n n n n n n • n��.`w- u u u u u
2X5 [5X8] [4X8] 4-7-2 [5X81 2x5
1. 8.00 I 13-9-6 I -8.00 °1
'„``ON`O E.
p ARC '' G84 o,►1T,ni V o0 5 SQ?poRT
lel
No. c`' 2-1-9 T-10-11 6-10-111 2-1-9
16442 26 5 24 23 22 21 i 19 18 17 16 15 14
STATE OF =
/ND1AN = 18-0-8 t,
COSMETIC PLATES (36) 2X4
.o � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2500
't FS F-� %` WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: V4 O:
',iil SiONiA% ��� I M C A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: PULTE Truss ID: VA2GEF
, CONTRACTOR. Dsgnr: JRH Chk: Date: 1 17 02 Z4._,„:-fr4 -.A.-.
TRUSS MANUFACTURING TC Live 20.0 psf DurFac - Lbr: 1.15
COMPANY INC. BRACING WARNING:
Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or similar bracing TC Dead 10.0 psf DurFac - Plt: 1.15
PO BOX 418 which is a part of the building design and which must he considered by the building designer. Bracing O.C. Spacing: 24.0"
shown is for lateral support of truss members only to reduce buckling length. Provisions must he BC Live 0.0 psf
WESTFIELD IND 46074 made to 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 IIIB-91 of TPI). For specificCode Desc: TPI 1-1995
W HERE QUALITY COUNTS truss bracing requirements, contact building designer. (Truss Plate Institute,TPI,is located at
583 D'Onofrio Drive,Madison,Wisconsin 53719), TOTAL 40.0 psf V:01.01.00-457019- 41
/)esiivc Mnrrit Annlvris JOB PATH: C.-ITE -I.OK181N !ICS: 01.01.(X)