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FOOTING DETAIL FOR GARAGES 750 SQ,.FT AND UNDER
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O'�E GRANULAR FILL WHEN REU',L IRED -
. _ 6X6 10/10 WELDED WIRE MESH
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WOOD OR VINYL SIDING
-(2) 2 x 12 HEADER
OVERHEAD DOOR
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Al A FRONT ELEVATION
1 SCALE: 3/8" = V -0"
c qqc L
z 4 DOUBLE TOP PLATE ? (2) 2 x 12 HEADER
1x4
2x4
SIDE WALL
3) 2 X 4 STUDS
WIDTH LESS THAN 24" 16" MINIMUM
ANCHOR BOLTS @ 72 ".O.C. MIN AS REQ.
REINFORCED CONCRETE FLOOR
GRADE
15 16' -0" x T -0" GARAGE DOOR
SCALE: 3/8" = V -0"
16" O.C. (2) 2 x 6 HEADER
DOUBLE TOP PLATE
RA SIDE OPTION
WALL 3' -0 x 3' -0" SIDE
OR WALL
2' -6" x 3' -6"
WINDOW
GRADE GRADE
ANCHOR BOLTS @ 72" O.C. MIN. REINFORCED CONCRETE FLOOR
AS REQUIRED
Q WALL SECTION WITH WINDOW
U SCALE: 3/8" = 1' -0"
Job Name: GARAGE COMPANY Truss ID: T20 Qty: 1 Drwg:
ERG X -LQC REACT SIZE REQ'D
1 0 - 2- 0 1130 4.00" 1. 77.E TC 2.4 SPF #1/ #2 -CAN Designed per ANSI /TPI 1 -2002 This design based on chord bracing applied
2 19 -10- 0 1130 4.0C)" 1.771, BC 2x4 SPF C165OF1.5E Kcr (creep factor) = 1.50 per the following schedule:
BRG REQUIREMENTS shown a e based ONLY WEB 2X4 SPF STUD -CAN Refer to Joint QC Detail Sheet for max O.C. from to
o n the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used BC 120.00" 0- 0- 0 20- 0- 0
MULTIPLE LOAD CASES. IRC /IBC truss plate values are based on UPLIFT REACTIONS) :
Loaded for 10 PSF non - concurrent BCLL. testing and approval as required by IBC 1703 Support C&C Wind Non -Wind
ASCE7 -05 SNOW LOAD DESIGN CRITERIA: and ANSI /TPI and are reported in available 1 -225 lb
Pg = 20 psf, Ce = 1.0, I = 1.0, Ct = 1.10 documents as ER -1607 and ESR -1118. 2 -225 lb
Pfmin = 20 psf This truss is designed using the
20 psf bottom chord live load NOT required ASCE7 -05 Wind Specification
on this truss, per IBC /IRC requirements for Bldg Enclosed = Yes, Importance Factor = 1.00
attics with limited storage. Truss Location = End Zone
Hurricane /Ocean Line = No , Exp Category = B
Bldg Length = 42.00 ft, Bldg Width = 32.00 ft
Mean roof height = 11.83 ft, mph = 90
ASCE7 II Standard Occupancy, Dead Load = 12.0 psf
Designed as Main Wind Force Resisting System
- Low -rise and Components and Cladding
Tributary Area = 40 sqft
MAX DEFLECTION (span)
L/999 MEM 2 -3 (LIVE) LC 1
L= - 0.14" D= - 0.12" T= - 0.25"
5.45.4 -14 4 -74 -7_ 2 4 -7 -2 5-4 -14
5-4 -14 10 -0-0 14 -7 -2 20 -0 -0
10 -0-0 i 10 -0 -0
1 2 3 4 5
4.00 -4.00
R4X5
T 1X4 1X4 T
3 -7 -15 3 -10 -8
1
3X8 SHIP
� �3X8
SO -3 -15 = 20 -3 -1
0 -2-8 2.5X4 2.5X4 0 -2 -8
1 -0�0, 1 - , 0-0 ;
0�8 7 o H
20 -0 -0
6 -11 6 -1 -8 6 -11-4
6 -11-4 13 -0 -12 20 -0-0
Trusses Designed Using Truswal Engineering Software 4/15/2011
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless
noted. Scale: 3116" =1'
-WHERE QUALITY COSTS LESS-
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: GARAGE 4 -12 STANDARD
BUILDERS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: RF
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
SUPPLY CO.INC. are to be verified by the component manufacturer and /or building designer prior to fabricat ion. The building designer must ascertain that the loads Dsgnr:
RF Weight: 84lbs
5701 SOUTH 72 STREET utilized ..this design meetorexceed the loading imposed bythe local building code and the particularapplication. The design assumes thatthetop chord TC
Live 30.00 psf DurFacs L =1.15 P =1.15
OP OMAHA, NE. 68127 - 0109 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless
otherwise
(402) 331 - 4500 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00
psf Rep Mbr Bnd 1.10
1 - 642 - 8944 environment that will cause the moisture content of the wood to exceed 19/ and /or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00
psf O.C.Spacing 2-0-0
LUMBER 1 Lumber Wall Panels Trusses and brace this truss in accordance with the following standards: 'Joint and cutting Detail Reports' available as output from Truswal software,
Design Spec IRC -2006
Roofing Windows Doors ' ANSI /TPI V,'WTCA V -Wood Truss Council of America Standard Design Responsibili ties,' BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00
psf
- Mouldings Hardware Siding
(BCSI) and'BCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312 Det Ratio U240
Alexandria, VA 22314. The American Forestand Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf Seqn T6.5.14
- 633060
Job Name: GARAGE COMPANY Truss ID: T20 -GE Qty: 1 Drwg:
TC 2x4 SPF #1/ #2 -CAN Designed per ANSI /TPI 1 -2002 This design based on chord bracing applied
BC 2x4 SPF #1/ #2 -CAN Kcr (creep factor) = 1.50
per the Following schedule:
GBL BLK 2x4 SPF STUD -CAN Refer to Joint QC Detail Sheet for max O.C. from to
THIS DESIGN IS THE COMPOSITE RESULT OF Maximum Rotational Tolerance used BC 120.00" 0- 0- 0 20- 0- 0
MULTIPLE LOAD CASES. IRC /IBC truss plate values are based on This truss is designed using the
Loaded for 10 PSF non - concurrent BCLL. testing and approval as required by IBC 1703 ASCE7 -05 Wind Specification
ASCE7 -05 SNOW LOAD DESIGN CRITERIA: and ANSI /TPI and are reported in available Bldg Enclosed = Yes, Importance Factor = 1.00
Pg = 20 psf, Ce = 1.0, I = 1.0, Ct = 1.10 documents as ER -1607 and ESR -1118. Truss Location = End Zone
Pfmin = 20 psf Gable verticals are 2x 4 web material spaced Hurricane /Ocean Line = No , Category = B
'
20 psf bottom chord live load NOT required at 16.0 ' o.c. unless noted otherwise. Bldg Length = 42.00 ft, Bdg Width = 32.00 ft
on this truss, per IBC /IRC requirements for Top chord supports 24.0 " of uniform load Mean roof height = 11.83 £t, mph = 90
attics with limited storage. at 30 psf live load and 10 psf dead load. ASCE7 II Standard Occupancy, Dead Load = 12.0 psf
Additional design considerations may be Designed as Main Wind Force Resisting System
required if sheathing is attached. - Low -rise and Components and Cladding
Refer to appropriate Truswal Standard Gable Tributary Area = 40 sqft
Detail for information regarding the
bracing of this gable truss.
3" -0 I mII'P Y�r°�m .��. 3-4 0
� m ZO -0 -0
3-4 -0 4 o
i 10 -0-0 10 -0 -0
1 2 3 4 5 6 7 8 9 10 11 12 13
4.00 .4.00
T R3X4
3 -7-15
3 -10 -8
1.5X4 1.5X4 SHIP
=0 3 -15 Sp_3_1
1, •• 1�0
0 0.§7
20 -0 -0
14 15 16 17 18 19 20 21 22 23 24 25 26
m m m m m�m m m�m� 3.4 -0
30v�1 v1 20 -0-0
i�us �esigne Using Truswal Engineering Software 4/15/2011
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless
noted. Scale: 3/16" =1'
-WHERE QUALITY COSTS LESS-
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. WO: GARAGE 4 -12 STANDARD
B ® 11 L ®C p C This design is foran individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: RF
iJ LrNJ and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
SUPPLY CO. , INC. are to be verified by the component manufacturer and /or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr:
RF Weight: 95lbs
5701 SOUTH 72 STREET utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 30.00 psf DurFacs L =1.15 P =1.15
OMAHA, NE. 68127 - 0109 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
(402) 331 -4500 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00
psf Rep Mbr Bnd 1.10
1- 800 -642 -8944 environment that will cause the moisture content of the wood to exceed 19% and /or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00
psf O.C.Spacing 2- 0- 0
LUMBER 1 Lumber Wall Panels Trusses and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software,
Design Spec IRC -2006
Roofing Windows Doors 'ANSI/TPI V, 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,' BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00
psf
Mouldings Hardware Siding (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312, Def. Ratio L/240
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 50.00 psf I Seqn T6.5.14
- 633061
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Brian Timmons
Omaha - (402) 934 -9206
Lincoln- (402)466 -6727
Cell - (402) 208 -7803
Fax- (402)933 -3769
COMPANY
TAYLOR MADE INC. brian @thegaragecompany.com
Custom Garages Custom Sheds
8301 "Q" St - Omaha, NE 68127 j
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