25C-059 (9) LEADER DFLD WO:3440 TI:T01GBL QTY:1
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF #2 (S) 2X4 TRANSVERSE BRACING nailed flat to edge ==============Joint Locations===============
BOT CHORDS: 2x4 SPF #2 (S) ® of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 12) 22- 9- 0 23) 14- 9- 0
BC FORCE AXL BND CSI GABLE STUD: 2x4 SPF STUD (S) of the same dimension and grade as web 2) 2- 9- 0 13) 24- 9- 0 24) 14- 0- 0
2X4 TRANSVERSE BRACING nailed flat to edge nailed to face(s) of web with 10d nails 3) 4- 9- 0 14) 26- 9- 0 25) 12- 9- 0
WEB FORCE AXL BND CSI of web with 12d nails at 8" o.c. TRANSVERSE staggered 8" o.c. SCAB or TRANSVERSE 4) 6- 9- 0 15) 29- 6- 0 26) 10- 9- 0
30- 2 0 0.00 0.04 0.04 BRACING to extend for center 80% of length. BRACING to extend for 80% of web length. 5) 8- 9- 0 16) 29- 6- 0 27) 8- 9- 0
29- 3 0 0.00 0.12 0.12 Analysis based on Simplified Analog Model. 2X6 BRACE req'd on any web exceeding 14' 6) 10- 9- 0 17) 26- 9- 0 28) 6- 9- 0
28- 4 0 0.00 0.23 0.23 MULTIPLE LOADS -- This design is the "*" denotes ONE edge or ONE face 7) 12- 9- 0 18) 24- 9- 0 29) 4- 9- 0
27- 5 0 0.00 0.38 0.38 composite result of multiple loads. "**" denotes BOTH edges or BOTH faces 8) 14- 9- 0 19) 22- 9- 0 30) 2- 9- 0
26- 6 0 0.00 0.57 0.57 All COMPRESSION Chords are assumed to be 9) 16- 9- 0 20) 20- 9- 0 31) 0- 0- 0
25- 7 0 0.00 0.80 0.80 Wind analysis based on: ASCE-Ccmbined, V= 80 continuously braced unless noted otherwise. 10) 18- 9- 0 21) 18- 9- 0
23- 8 0 0.00 0.35 0.35 MPH, I=1.00, Mean Hgt-15.0 ft, Exp. Cat. C, 11) 20- 9- 0 22) 16- 9- 0
22- 9 0 0.00 0.80 0.80 internal pressure coef. I, interior zone. ----MAX. REACTIONS PER BEARING LOCATION-----
21-10 0 0.00 0.57 0.57 X-Loc Vert Horiz Uplift Y-Loc Type
20-11 0 0.00 0.38 0.38 0- 8-12 0 0 0 BOT PIN
19-12 0 0.00 0.23 0.23 28- 9- 4 0 0 0 BOT H-ROLL
18-13 0 0.00 0.12 0.12
17-14 0 0.00 0.04 0.04
WEB FORCE WEB FORCE
RMB = 1.15
14-9-0 14-9-0
1 2 3 4 5 6 7 9 10 11 12 13 14 1
4 00 -4 00
4X4
2X X4
2X X4
2X X4
X4
2g
T 2X X4 5-3-8
0-4-8 2X X4 0-4-8
3X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 2X4 3X4
3X6
29-6-0
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 1
CANT: 0-6-0 0# 5.50" 0# 5.50" CANT: 0-6-0
29-6-0
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs @ 2-0-0 o.c. scale = 0.2271
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: 3440
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. Dwg: Truss ID:M 1 GBL
a D BRACING WARNING: Dsgnr: BF Chk: Date: 10-28-99
Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or TC Live 40.0 f DurFac - Lbr: 1.15
P
similar bracing which is a part of the budding design and which must m considered by ps
the building designer. Bracing shown Is for lateral support of truss members only to TC Dead 10.0 psf DurFac - Plt: 1.15
UF 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 $C L1Ve 0.0 psi O.C. Spacing: 24.0
�OQ�❑ structure maybe required. (See irem1 of TPI). Design Criteria:TPI
�OQ For specific truss bracing requirements,contact building designer. BC Dead 10.0 psf g
UNIVERSAL FOREST PRODUCTS INC tl-ss Plate Institute,TPI,is located at 583 D'Onofrio Drive,Madison,Wisconsin 53719). Code Desc:
(413)323-7247 Fax(413)323-5257 TOTAL 60.0 psf V:09.23.98- 17413- 1
Design: Matrix Analysis JOB PATH: CATEE-LOK1.108SEE4DER13440 HCS: 09.23.98
LEADER DFLD WO:3440 TI:TO QTY:8
TC FORCE AXL BND CSI TOP CHORDS: 2x4 SPF 2100F-1.8E MULTIPLE LOADS -- This design is the ==============Joint Locations===============
1- 2 -3706 0.11 0.67 0.78 BOT CHORDS: 2x4 SPF 2100F-1.8E composite result of multiple loads. 1) 0- 0- 0 5) 29- 6- 0 9) 10- 0-11
2- 3 -3257 0.14 0.58 0.72 WEBS: 2x4 SPF STUD (S) All COMPRESSION Chords are assumed to be 2) 7- 8- 9 6) 29- 6- 0 10) 0- 0- 0
3- 4 -3257 0.14 0.58 0.72 WEDGES: 2x4 SPF #2 (S) continuously braced unless noted otherwise. 3) 14- 9- 0 7) 19- 5- 5
4- 5 -3706 0.11 0.67 0.78 MAX LIVE LOAD DEFLECTION: Wind analysis based on: ASCE-Combined, V= 80 4) 21- 9- 7 8) 14- 0- 0
L/692 at JOINT # 8 MPH, I=1.00, Mean Hgt.=15.0 ft, Exp. Cat. C, ----MAX. REACTIONS PER BEARING LOCATION-----
BC FORCE AXL BND CSI L=-0.48" D=-0.24" T=-0.72" internal pressure coef. I, interior zone. X-Loc Vert Horiz Uplift Y-Loc Type
10- 9 3413 0.36 0.41 0.77 MAX HORIZONTAL DEFLECTION: 0- 8-12 1770 -6 0 BOT PIN
9- 8 2373 0.25 0.22 0.47 T= 0.16" 28- 9- 4 1770 0 0 BOT H-ROLL
8- 7 2373 0.25 0.22 0.47
7- 6 3413 0.36 0.41 0.77
WEB FORCE WEB FORCE
2- 9 -639 3- 7 881
3- 9 881 4- 7 -639
RMB = 1.15
7-8-9 7-0-7 7-0-7 7-8-9
77-8 99 14-9-0 21-9-7 29-6-0
14-9-0 14-9-0
Ilk 1 2 4 5
4 00 4.00
4X4
2X X4
5-3-8 5-3-8
0-4-8 04-8
3X8 3X4 3X6 3X4 3X8
3X8 3X8
10-0-11 9-4-10 10-0-11
1010 19 5 5 29
29-6-0
10 9 8 7 6
CANT: 0-6-0 1770# 5.50" 17701E 5.50'CANT: 0-6-0
29-6-0 -I
EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2271
WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jobe WO: 3440
A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. Dwg: Truss ID:TO 1
D BRACING WARNING: Dsgnr: BF Chk: Date: 10-28-99
Bracing shown on this drawing is not erection bracing,wind bracing,portal bracing or TC Live 40.0 f DurFac - Lbr: 1.15
similar bracing which is a part of the is l design and which must m considered r only t by PS
the building designer. Bracing shown s for lateral support l truss members only to TC Dead 10.0 psi DurFac - Pit: 1.15
UFP 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 BC Live 0.0 psf O.C. Spacing: 24.0"
❑� structure maybe
ru required. (See irem1 of TPI).
�OQ �0` For specific truss bracing requirements,contact building designer. BC Dead 10.0 psf Design Criteria:TPI
UNIVERSAL FOREST PRODUCTS INC muss Plate Institute,TPI,Is located at 583 D'Onofrio Drive,Madison,Wisconsin 53719). Code DeSc:
(413)323-7247 Fax(413)323-5257 TOTAL 60.0 psf V:09.23.98- 17412- 0
Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSiLE4DER13440 HCS: 09.23.98
--) 4'c - !ti
`
29- 6- 0
SHIPPING
SUMMARY
5- 3-
8
Page: I
10verhangl
Cant
0- 6-
0- 6-
Job Name:
Heel
0- 4-
0- 4-
8
8
0- 0- 01
0- 0- 01
D
1 TOIGBL
Work Order:
3440
19 LINCOLN AVE
°
8
Left
R3.gSt
Customer:
LEADER DFLD
NORTHAMPTON
Heel
0- 4-
0- 4-
UFP
Date:
Exp. Date:
10-28-99
30 DAYS
Contact:
KIP
Phone
0
��❑0�0
UNIVERSAL FOREST PRODUCTS INC
Salesperson:
BRAD
Fax #:
%C
(413)323-7247 Fax(413)323-5257
Span
Type
Pitch T/B
O/A Hght
,
\\N\\\
8 T01
29- 6- 0
COMMON
4.0/ 0.0
5- 3-
8
Left
Right
10verhangl
Cant
0- 6-
0- 6-
I Stub I
01 0- 0- 01
01 0- 0- 01
Heel
0- 4-
0- 4-
8
8
0- 0- 01
0- 0- 01
1 TOIGBL
29- 6- 0
COMMON
4.0/ 0.0
5- 3-
8
Left
R3.gSt
10verhang)
Cant
0- 6-
0- 6-
I Stub I
01 0- 0- 01
01 0- 0- 01
Heel
0- 4-
0- 4-
8
8
0- 0- 01
0- 0- 01
Total Trusses: 9
INSTRUCTIONS TO Driver Builder's representative must sign and date this
check material for damage after delivery. Damage
durrijng delivery must be noted below.
Scheduled Ship Date: % � J �/ q 4 Actual Ship Date:
Driver:
Driver check quantity:
Paper work included: Placement Plans
Drawings
HIB 91 Summary
Received by builders representative:
Driver delivery comments:
Span(s).:
et
copy. Driver will
to any product
,1/'p "Iv if Hz7 70 LY