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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