2007, 05-14 Permit App: 07001745 GarageProject Number: 07001745 Inv: 1 Application Date: 5/14/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: 12 X 24 SHED Contact: MANSON, TIMOTHY P
Address: 17104 E DAYBREAK LN
C - S - Z: GREENACRES, WA 99016
Setbacks: Front Left: Right: Rear: Phone: (509) 922-1226
Group Name:
Site Information: Project Name:
Plat Key: Name: MORNINGSIDE ADD District: East
Parcel Number: 55302.1511 Block: 4 Lot: 11
SiteAddress: 17104 E DAYBREAK LN Owner: Name: MANSON, TIMOTHY P
Address: 17104 E DAYBREAK LN
Location:: CSV GREENACRES, WA 99016
Zoning: UR -7* Urban Residential -7*
Water District: 010 VERA Hold: ❑
Area: 17,304 Sq Ft Width: 100 Depth: 206 Right Of Way (ft): 35
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review information:
Review
Building Plan Review
Originally Released
Landuse/Zoning/HE Conditions
Released By:
5/14/2007 By: TMELBOU
Released B� "
y. .
Permits:
Operator: JD Printed By: JD Print Date: 5/14/2007
Project Number: 07001745 Inv: I Application Date: 5/14/2007
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
— Building Permit
Contractor: OWNER Firm: OWNER
Phone: (000)000-0000
Building Characteristics
Building Height 18
Description Grp Type Notes
GARAGE U-1 VB
Item Description
RESIDENTIAL PERMIT FEE
ACCESSORY PLANS REVIEW
WSBC SURCHARGE
Total Project:
Sq Ft Valuation
288 $5,472.00
288 $5,472.00
Fee Amount
$125.25
$31.31
$4.50
$161.06
Page 2 of 2
Notes:
Payment Sumuzary: � � _ 4
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $161.06 $161.06 $0.00 $161.06
$161.06 $161.06 $0.00 $161.06
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 5/14/2007
This Application:
SQ Ft Valuation
288 $5,472.00
Totals:
288 $5,472.00
Units
Unit Desc
1
SELECT
1
SELECT
1
SELECT
Permit Total Fees:
Total Project:
Sq Ft Valuation
288 $5,472.00
288 $5,472.00
Fee Amount
$125.25
$31.31
$4.50
$161.06
Page 2 of 2
Notes:
Payment Sumuzary: � � _ 4
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $161.06 $161.06 $0.00 $161.06
$161.06 $161.06 $0.00 $161.06
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: JD Printed By: JD Print Date: 5/14/2007
In,
Site Plan
—DA�\4 grz
1�
City Of
'/ oeI S o"
SPOKANE VALLEY BUILDING DEPARTMENT
11707 E. Sprague -.venue #105, Spokane Valley, Washington 99205 -Tel 509-688-6035 -Fax 509-588-0037
Following is a typical cross-section for a residential garage. It may not represent the proposed project If you are using Ens devil
as a portion of your plan submittal, please complete the requested information in the boxes provided on both sides of this sheet
This completed sheet, along with any additional information needs to be submitted with your apllication and be on site at the time
of inspection.
PROTECTION AND OPENINGS BETWEEN
DWELLINGS AND PRIVATE GARAGES SHALL. HAVE:
1) MATERIALS APPROVED FOR ONE HOUR FIRE
RESISTIVE CONSTRUCTION ON THE GARAGE SIDE:
518' TYPE x GYP BOARD (HABITABLE SPACE ABOVE)
` 112" GYP BOARD (RESIDENCEIATT IC, FLOOPICEILING)
2) OPENINGS BETWEEN GARAGE AND RESIDENCE
SHALL BE EQUIPPED WITH SOLID WOOD DOOR, SOLID OR
HONEYCOMB COPE STEEL DOORS NOT LESS THAN 1 318',
OR 20 MINUTE FIRE RATED DOORS.
ALTERNATE FOUNDATION FOP,
ACCESSORY BUILDINGS FROM
400 SQ. FT. TO 3000 SQ. FT.
SECTION A -A
NOTE:
Diagonal wall bracing required on
each tamer and every 25 feet of wall.
Walls within 3 feet of a property Fine or
within 6 feet of a dwelling must be 1 hour
rated. (518' type x gypsum sheathing
on both sides of wall). Openings are not
permitted in these %•ails. Garages over
3,000 sq• ft- require protection when
closer than 20 feet to the property Fine.
Parapets may be required.
ENGINEERED TRUS$,OR
RAFTER SIZE AND SP CJNG )
J �
ROOFING MATERIAL
1 !8" GAP M,tj t
BE, v%EEN SHEATHING ROOFING PAPER
- 0 J/3
I ROOF
SHEATHING
24" MIN
l
SG64D=BLOCKNG J
BETWEEN.TRUSSES
WALL SHEATHING —
SIDING
DOUBLE TOP PLATE
--_i
WALL HEIGH`_ 3
,i
2z, r...) O.C.
PRESSURE TREATED
SOLE PLATE
�3-112' CONCRETE SLAB
6" MIN. 6' MIN. '
' o ANCHOR BOLTS
"MIN. 24" MIN.6' MIN. ; 1/2"x1dMIN.
(7" INTO CONCRETE)
'
6'0. C. OR APPROVED
�12"- (2) -4 PSAR 5"z12' ANCHOR INSTALLED
FOOTING PER MANUFACTURER.
FOUNDATION PLAN
yz/ 6
PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW.
BUILDING DIMENSIONS: / k
GARAGE OPENING AND HEADER SIZE:
INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS ON THE PLAN.
WIDTH I
R11) G E LENF-=
CONCRETE,TOCOMPLY TO Q C TABLE 404.1.1(1) I �
I
I I I
I FOUNDATION WALLS - 3 00 # PSI I
I I SLABS, GARAGES, CARP RTS I 1
& PORCHES - 3500 PSI
I 11
y�
l
ALL FOOTINGS fill ICT nr � _ �
z I
L11 IJ
I -
I
I
I-- — — — '� `rJ 2j
1 6
Please note that while every effort is made to assure the accuracy of the information contained in this brochure is
not warranted for accuracy. This document is not intended to address all aspects or regulatory requirements for a
project and should serve as a starting point for your investigation. For detailed information on a particular project,
permit, or code requirement refer directly to applicable file and/or code/regulatory documents or contact the
appropriate division.
Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4
Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6
Min. 16, 18 or 20 in. APA Portal Frame Bracing
Engineered Shear Wall Bracing
I0 - C, /c
TOP
v
F' L-, 4 a. r~ -
0
N
O
co
N
24-0
— 10
a r YZ s d
SALES REP : RORY
WO# : R1518
a D
DUE DATE : 5/3/2007
T 1 m M a n s o rZ
DSGNR/CHKR : RM / RM
Date 5/3/2007 12:55
TC Live 30.00 psf
DurFac-Lbr : 1.15
Tmb e r Z J n e
17104 E. Daybreak
TC Dead 7.00 psf
DurFac-Plt 1.15
Spokane Valley WA. 99016
BC Live 0.00 psf
O.C. Spacing : 24.0
OO25414 E . Rowan Ae
. ,
SC Dead 10.00 psf
Code : IRC -2003
Newman Lake, WA.
Total 47.00 psf
#Tr/#C£g : 12 / 7
Job Name: Garden shed
Truss ID: T01
Qty:
1
eam CAL n,EnIBER FoaceS: TC 2x4 DFL 240OF-2.OE
Designed per ANSI/TPI 1-2002
This truss is designed using the
BC 2x4 DFL #2
This design does not accountfor long term
ASCE7-02 Wind Specification
GBL BLK 2x4 DFL STUD
time dependent loading (creep). Building
Bldg Enclosed - Yes, Importance Factor -
1.00
2x4 DFL #2 6
Designer must account for this.
Truss Location - Not End Zone
re to be veno d by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
THIS DESIGN IS THE COMPOSITE RESULT OF
Refer to Joint QC Detail Sheet for
Hurricane/Ocean Line - No , Exp Category
- B
MULTIPLE LOAD CASES.
Maximum Rotational Tolerance used
Bldg Length = 12.00 ft, Bldg Width 24.00
ft
IF HANGERS ARE INDICATED ON THIS DRAWING,
IRC/IBC truss plate values are based on
Meanroof height - 14.19 ft, mph = 85
30.00 psf
THEY ARE BASED ON 1.5•' HANGER NAILS FOR
testing and approval as required by ISC 1703
TPI Standard Occupancy, Dead Load = 3.6
psf
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
and ANSI/TPI and are reported in available
Designed as Main Wind Force Resisting System
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
documents as ER -1607 and ESR -1118.
- Low-rise and Components and Cladding
1.15 / 1.10 / 1.10
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
Loaded for 10 PSF non -concurrent BCLL.
Tributary Area - 48 sqft
10.00 psf
May use adequate staples for gable blocks.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
(BCSI 1.03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
BUILDING DESIGNER MUST VERIFY CABLE LOADS!
Pg - 39 psf, Ce -1.00, I -1.00, Ct - 1.10
TRU SPLUS 6.0 VER: T6. 5 . 52
Wisconsin 53719. The Amenican Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. Washington, DC 20036,
[+] gable bracing required @ 42" intervals,
IRC -2003
DEFL RATIO: L/240 TC: L/18
if exposed to wind load applied to face.
See "General Gable Details', C002065035.
7-
0-4-7 0-4-7
2-0-0 0 � � N � � � N N N
12-0-0 12-0-0
11 2 3 4 5 6 7 8 9 10 11 12131
8.00 8 00
4-4
10-i 1
4-0-
14 15 {Ld6o 470 m8o ��d,9 Lb20 8r1 X20 -53 (L54 Lbs 6 �Lscs 6
2-D—D i' V4P6 'L f .6 P O P N P 4 6 P 6 j'" N �" N j'" N
TYPICAL PLATE: 2-4
OVER CONTINUOUS SUPPORT
9-0-3
SHIP
2
0-4-7
All connector plates are rruswal 10 ga. unless preceded by "M' for Wave 10 ga., "HS" for HS 10 ga., "S" for SS 11 ga. from Alpine;
or preceded by -MX for TWMX 10 ga. or ove for 16 ga. from stud plat positioned per Joint Detail Reports. Circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
5/7/2007
WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Tim Manson
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
WO • Dri ve_(_r1518_L00005_1000C
1
®
and done in accordance with the current versions of TPI and AFPA desgn standards. No responsibility is assumed for dimensional accuracy. Dimensions
re to be veno d by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Ds n r • RM
9
#LC = 2 5 WT : 150#
utilized on this design meet or exceed the loading imposed by the local building code and (he particular application. The design assumes (hal the lop chord
TC Live
30.00 psf
Li veDu r L=1.15 P=1.15
TIMBERLINE
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
TC Snow
30.00 psf
Du
Du
SnowDur L=1.15 P=1.15
r e e
TRUSS
® BUSS
rested. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall nes( be placed in any
environment (hal will cause the moisture content of the wood to exceed 19% and/or cause connector pate corrosion. Fabricate, handle, install
TC Dead
7.00 psf
Rep r Bnd / Comp / Tens
I
8525y` North Fre a Street
and brace (his Was in accordance with the following standards 'Joint and Cutting Detail Reports' available as output from Tru -1 software.
BC Live
0.00 psf
1.15 / 1.10 / 1.10
Spokane, WA 59117
'ANSI11PI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead
10.00 psf
O. C. Spaci ng 2- 0- 0
(BCSI 1.03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
TRU SPLUS 6.0 VER: T6. 5 . 52
Wisconsin 53719. The Amenican Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. Washington, DC 20036,
Bldg Code:
IRC -2003
DEFL RATIO: L/240 TC: L/18
Job Name: Garden shed
Truss ID: T02
=
Tim
Qty:
0-4_7
6
HRG
X -LOC REACT SIZE REW
D
TC 2x6 DFL 240OF-2.OE
Designed per ANSI/TPI 1-2002
U:-91
40J 40�
U:-91
1
1
0- 2-12 1872 5.30" 1.8fi"
2x4 DFL 42 1-2, a-9
This design does not account for long
UPLIFT REACTION(S)
Support
CBC Wind
14
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
Dsgn
2
eRL REQUIREMENTS
23- 9- 4 1872 5.50" 1.86"
shown are based
ONLY
BC 2x6 DFL 2400E-Z.OE
term
time dependent loading (creep). Building
1
Non -Wind
-91 lb
TC
Live
30.00
n the truss material at each bearing
9
WEB 2x4 DFL STUD
Desi goer must account for this.
2
-91 1b ,
30.00
psf
SnowDu r L=1.15 P=1.15
Max DEFLECTION (span)
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
TIE BEAM 2x4 DFL STUD
Refer tir Joint QC Detail Sheet for
This truss
ASCE7-02
is designed using
Wind
the
/ Comp / Tens
8525 North Freya Street
L/463
ME i1-12 (LIVE) LC 1
Live
Lumber shear all owables are per NDS.
Maximum Rotational Tolerance used
Bldg Enclosed
S
Specification
Yes, Importance
factor
1.00
BC
L- -0.61"
D= -0.27" T= -0.88"
psf
THIS DESIGN IS THE COMPOSITE RESULT OF
Attic room load 40 psf, plus any added
Truss Location
Not End Zone
=
CRITICAL MEMBER FORCES:
MULTIPLE LOAD CASES.
loads indicated. Room LL Deft. is L/360.
Hurricane/Ocean
Line - No Exp
Category
- B
DEFL RATIO •
TC
COMP.(OUR.)/ TENS.(DUR.)
CSI
IF HANGERS ARE INDICATED ON THIS DRAWING,
IRC/IBC truss pla(e values are based on
Bldg Leenoggth
= 12.00 ft, Bldg
Width = 24.00
ft
1-2
-2668(1.15)/ 26(1.60)
0.42
THEY ARE BASED ON 1.5" HANGER NAILS FOR
testing and approval a required by IBC 1703
Mean f height 14.19 ft,
ph 85
2-3
3-4
-2456(1.15)/ 27(1.60)
-1630(1.15)/ 80(1.60)
0.96
0.95
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
GIRDERS. IF 2.5"
and ANSI/TPI and are reported in available
TPI Standard
Designed
Occupancy, Dead
as Main Wind Force Resisting
Load 3.6
System
psf
4-5
-11(1.60)/ 1158(1.15)
0.82
GUN NAILS ARE USED, THE
HANGERS
documents as ER -1607 and ESR -1118.
- low-rise
and Components and Cladding
5-6
-11(1.60)/ 1158(1,15)
0.82
MUST BE RE-EVALUATED (BY OTHERS )•
Loaded for 10 PSF non -concurrent BC L.
Tributar Y
q
6-7
-1629(1.15)/ 80(1.60)
0.96
One row of cross bridging nq (%-bracing) may be
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
-LOAD CASE #1DESIGNLOADS
#1 DE
----------------
LOADS -----
-----
7-8
8-9
-2465(1.15)/ 28(1.60)
-2667(1.15)/
0.96
required at centerline of room per NDS.
Pg = 39 psf, Ce =1.00, I =1.00, Ct = 1.10R.PlfR.Loc
Dir
L.PIf
26(1.60)
0.42
Attic collar tie requires lateral bracing
TC Vert
TC Vert
94.00 - 1- 0- 0
74.00 0- 0- 0
94.00 0-
74.00 6-
0- 0
9-12
0.64
0.81
BC
COMP.(DUR.)/ TENS.(DUR.)
CSI
shown plus bracing at the panel points of
TC Vert
84.00 6- 9-12
84.00 10-
8- 8
0.71
10-11
11-12
/ 2154(1.15)
/ 1668(1.15)
0.50
0.56
the collar tie (unless noted otherwise),
TC Vert
74.00 10- 8- 8
74.00 13-
3- 8
0.81
12-13
/ 1668(1.15)
0.56
or rigid sheathing is required.
TC Vert
84.00 13- 3- 8
84.00 17-
2- 4
0.71
13-14
/ 2152(1.15)
0.51
7C Vert
74.00 17- 2- 4
74.00 24-
0- 0
0.81
WB
COMP. (DUR.)/ TENS.(WR.)
CSI
TC Vert
BC Vert
94.00 24- 0- 0
20.00 0- 0- 0
94.00 25-
20.00 6-
0- 0
9-12
0,64
0.00
2-11
-950(1.15)/ 116(1.60)
0.26
BC Vert
100.00 6- 9-12
100.00 17-
2- 4
0.73
3-11
/ 1319(1.15)
0.44
BC Vert
20.00 17- 2- 4
20.00 24-
0- 0
0.00
7-13
/ 1341(1.15)
0.45
N
4-6 V
10.00 10- 8- 8
10.00 13-
3- 8
0.00
B-13
-961(1.15)/ 117(1.60)
0.26
T
,Type...
lbs X.Loc
LL/TL
TB
4-fi
COMP.(DUR. / TENS.(DUR.)
-3043(3.1s�/ 107(1.60)
CSI
0.97
4-6-0
rn
121-6
O
421-6
r'4-10=8
TC Vert
TC Vert
BC Vert
60.0 - 1- 0- 0
60.0 25- 0- 0
40.0 6- 9-12
1.00
1.00
0.00
4-6-0
BC Vert
400.00 17- 2- 4
0.00
10-11-2
17-2 4
24-0-0
12-0-0
12-0-0
8� 8.00
R5-5
W6X6
3-7
5-8R 6-
I
5-5
W6X6
8.00 8.00
5-5
6-9-12 10 4_g 6_9_12
6-9-12 17-2-4 24-0-0
All connector plates are Trusaai 20 ga. unless preceded by "W" for Wave 10 ga., "NS" for NS 10 ga., "S" for SS 18 ga. from Alpine;
or preceded ba 'MX" for TMHX 10 ga. or "M" for 16 ga. from T-1, positioned per Joint Detail Reports. Circled plates and false
frame plates re positioned as shown above_ Shift gable stud plates to avoid over7ap with structural plates (or staple).
9-0-3
SHIP
5/7/2007
u
=
Tim
W6X6 S=HS0514 W6X6
0-4_7
B1
W:508
132
R:1872
W0: Dri vexr1518_L00005_300001
W:508
R:1872
U:-91
40J 40�
U:-91
1
and accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
V4
24-0-0
10
11 12 13
14
6-9-12 10 4_g 6_9_12
6-9-12 17-2-4 24-0-0
All connector plates are Trusaai 20 ga. unless preceded by "W" for Wave 10 ga., "NS" for NS 10 ga., "S" for SS 18 ga. from Alpine;
or preceded ba 'MX" for TMHX 10 ga. or "M" for 16 ga. from T-1, positioned per Joint Detail Reports. Circled plates and false
frame plates re positioned as shown above_ Shift gable stud plates to avoid over7ap with structural plates (or staple).
9-0-3
SHIP
5/7/2007
VVt4fN/VIIV VRead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust:
Tim
Manson
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
done in
W0: Dri vexr1518_L00005_300001
and accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
Dsgn
r: RM
#LC = 47
WT: 143#
TIMBERLINE
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
is laterally braced by the roof or floor sheathing and the bottom is laterally
TC
Live
30.00
psf
Li veDu r L=1.15 P=1.15
chord braced by a rigid sheathing material directly attached, unless otherwise
rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC
Snow
30.00
psf
SnowDu r L=1.15 P=1.15
® TRUSS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
TC
Dead
7.00
psf
Rep Mbr Bnd
/ Comp / Tens
8525 North Freya Street
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSI/TPI
BC
Live
0.00
psf
1.15
/ 1.10 / 1.10
Spokane, WA 99217
i,,'WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'-
BC
Dead
10.00
psf
0. C. Spaci ng
2- 0- 0
TRUS PLUS 6.0 VER: T6.5.52
(BCS11-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
Bldg
Code'
IRC -2003
DEFL RATIO •
L/240 TC • L/18
Job Name: Garden shed
CRITICAL MEMBER FORCES: TC 2X4 DFL #2
BC 2x4 DFL #2
GBL ELK 2x4 DFL STUD
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER -1607 and ESR -1118.
Loaded for 10 PSF non -concurrent SCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg - 39 psf, Ce -1.00, I =1.00, Ct - 1.10
May use adequate staples for gable blocks.
12
Truss ID: V01
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF HANGERS ARE INDICATED ON THIS DRAWING,
THEY ARE BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
Valley Truss application only; not designed
for wind load applied to the face. Web
bracing is required if shown,
3-10-2 6-0-0 6-0-03-10-2
3-10-2 9-10-2 15-10-2 19-8-4
9-10-2 9-10-2
1 2 3 4 5
8.00 -8.00
4-4
S=3-4
19-8-4
6 7 8 9 10 11
3-10.2 6-0-0 6-0_0 3-10-2
3-10-2 9-10-2 15-10-2 19-8-4
TYPICAL PLATE: 2-4
OVER CONTINUOUS SUPPORT
A77 connector plates are Truswal 20 ga. unless preceded by "M' for Wave 20 ga., "MS" for MS 20 ga., "S" for SS 18 Be. from Alpine;
r preceded by "MX" for TWMX 20 ga. or "M" for 16 Be. from Truswa7, positioned per Joint Detail Reports. Circled plates and false
frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
VVJ4n/VIIVVRead all notes on this sheet and give a copy of it to the Erecting Contractor
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
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
TIMBERLINE Is laterally braced by the roof or Mor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
®
TRUSS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
8525 North Freya Street and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
Spokane, WA 99217 'ANSI/TPI 1', WTCA V- Wood Truss Council of Amefica Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'.
(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onotrio Drive, Madison,
TRUS PLUS 6.0 VER: T6.5.5 21 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
This truss is designed using the
ASCE7-02 Wind Specification
Bldg Enclosed = Yes, Importance Factor � 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No,Exp Category = 8
Bldg Length - 12.00 ft, Bdg Width = 24.00 ft
Mean roof height - 13.28 ft, mph = 85
TPI Standard Occupancy, Dead Load = 3.6 psf
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area - 39 sqft
6-6-12
SHIP
5/7/2007
Cust: Tim Manson
W0: Drive_X_r1518_L00005_JO00O1
Dsgnr: RM #LC = 25 WT: 77#
TC Live 30.00 psf LiveDur L=1.15 P=1.15
TC Snow 30.00 psf SnowDur L=1.15 P=1.15
TC Dead 7.00 psf Rep Mbr Bnd / Comp / Tens
BC Live 0.00 psf 1.15 / 1.10 / 1.10
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Bldg Code: IRC -2003 IDEFL RATIO:
Job Name: Garden shed
Truss ID: V02
Qty: 1
CRITICAL MEMBER FORCES: TC 2x4 DFL #2
Designed per ANSI/TPI 1-2002
This truss is designed using the
BC 2x4 DFL 240OF-2.OE
This design does not account for long term
ASCE7-02 Wind Specification
GBL BLK 2x4 DFL STUD
Refer to Joint QC Detail Sheet for
time dependent loading (creep). Building
Bldg Enclosed = Yes, Importance Factor - 1.00
Maximum Rotational Tolerance
Designer must account for this.
Truss Location a Not End Zone
used
IRC/IBC truss plate values are based on
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Hurricane/Ocean Line - No,Exp Category = 8
Bldg Length = 12.00 ft, Bdg Width a 24.00 ft
testing and approval as required by IBC 1703
IF HANGERS ARE INDICATED ON THIS DRAWING,
Mean roof height - 12.61 ft, mph 85
and ANSI/TPI and are reported in available
THEY ARE BASED ON 1.5" HANGER NAILS FOR
TPI Standard Occupancy, Dead Load = 3.6 psf
documents as ER -1607 and ESR -1118.
Loaded for 10 PSF
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
Designed as Main Wind Force Resisting System
non -concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS
- Low-rise and Components and Cladding
Pg - 39 psf, Ce -1.00, I -1.00, Ct m 1.10
MUST BE RE-EVALUATED (BY OTHERS).
Valley Truss application only; not designed
Tributary Area - 31 sqft
May use adequate staples for gable blocks.
for wind load applied to the face. Web
OF A�
bracing is required if shown.
5-2-12
0
3-10-2 , 7-10-2 11-10-2� 1518-4
7-10-2 -10-2
1 2 3 4 5
8.00 -8.00
4-4
5-2-12
SHIP
-,o PROP,
c t�C,1 Nee
15-8-4
6 7 8 9 10-�
33-10 4-0_ 0 ( 4-0_ -0 ( 3-10�0
3-10-2 7-10-22 11-10-22 15-8-4
TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT
,e
or
OF A�
A71 connector plates are Truswal 20 Be. unless preceded by "M' for Wave 20 Be. "NS" for HS 10 ga., "S" for 55 18 ga, free Alpine;
r preceded by "MX" for TWX 20 ga. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false
frame
plates are positioned as shown above. Shift gable stud plates to avoid overlap with Structural plates (or staple).
5/7/2007
Q Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Ti m Manson
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
WO' Dri ve_)C.-r1518_L00005_300001
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the b
D sn r • RM
9
=
#LC 25 Wi' 62#ads
TIMBERLINE
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by
TC Live
30.00 psf
Li veDu r L=1.15 P=1.15
a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Snow
30.00 psf
SnOWDII r L=1.15 P=1.1$
® TRUSS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
TC Dead
7.00 psf
Rep Mbr Bnd / Comp / Tens
8525 North Freya Street
X17
and brace this truss in accordance with the following standards: and Cuffing Detail Reports' available as output from Troswal software,
9 9 � p
BC Live
0. 0D psf
P
1.15 / 1.10 1.10
/
Spokane, WA 9
'ANSI/1PI 1','WTCA 1'- Wood Truss Council of America Standard Design ResponsibilRies,'BUILDING COMPONENT SAFETY INFORMATION'-
BC Dead
10.00 psf
0. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.5.52
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Omfrio Drive, Madison,
Wisconsin
53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036.
Bldg Code:
IRC -2003
IDEFL RATIO: L/240 TC L/181
Job Name: Garden shed
Truss ID: V03
Qt 1
CRITICAL MEMBER FORCES: TC 2x4 DFL #2
BC 2x4 DFL #2
Designed per ANSI/TPI 1-2002
This truss is designed using the
GBL BLK 2x4 DFL STUD
This design does not account for long term
time dependent loading (creep). Building
ASCE7-02 Wind Specification
Bldg Enclosed Yes,
Refer to Joint QC Detail Sheet for
Designer must account for this.
- Importance Factor - 1.00
Truss Location - Not End Zone
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE
Hurricane/Ocean Line - No Exp Category - 8
testing and approval as required by IBC 1703
LOAD CASES.
IF HANGERS ARE INDICATED ON THIS DRAWING,
Bldg length - 12.00 ft, Bldg Width 24.00 ft
Mean
and ANSI/TPI and are reported in available
documents
THEY ARE BASED ON 1,5" HANGER NAILS FOR
roof height - 11.95 ft, mph 85
TPI Standard Occupancy, Dead Load 3.6
as ER -1607 and ESR -1118.
Loaded for 10 PSF non -concurrent BCLL.
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
- psf
Designed as Main Wind Force Resisting System
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
- Low-rise and Components and Cladding
Pg - 39 psf, Ce -1.00, I -1.00, Ct = 1.10
Valley Truss application only; not designed
Tributary Area - 23 sqft
May use adequate staples for gable blocks.
for wind load applied to the face. Web
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
is laterally braced by the roof or floor sheathing and the bottom is lateral)
TC
bracing is required if shown.
30.00
3-10-12
5-10-2 _ 5-102
5-10-2 11-8-4 �
5-10-2 5-10-2
1 2 3
8.00
A -A
8.00
1 4 5 6
5-10-2 _ I 5-10-
5-10-2 11-8-44
�
TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT
All connector plates are Trusnal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine;
r preceded by "HX" for TMV s0 ga. or "H" for 16 ga. from Trusnal, positioned per Joint Detail Reports. Circled plates and false
frame plates re positioned a sham above. Shift gable stud plates to avoid overlap nith structural plates (or staple).
3-10-12
SHIP
5/7/2007
VVArVIVIIV VRead all notes on this sheet and give a copy of it to the Erecting Contractor.
CuSt: Tim
Manson
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
done in
WO •
Drive-(_r1518_L00005_100001
and accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
Dsgn
r: RM
#LC = 25
WT: 41#
TIMBERLINE
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
is laterally braced by the roof or floor sheathing and the bottom is lateral)
TC
Live
30.00
psf
Li veDu r L=1.15 P=1.15
c f
chord braced b a rigid sheathing
Y Y g' amaterial shalllnattached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC
Snow
30.00
psf
SnowDur L=1.15 P=1.15
® TRUSS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connectorlate corrosion. Fabricate. , handleinstall
p
TC
Dead
7. OD
psf
Rep Mbr Bnd
/Comp /Tens
8525 North Fre�ya Street
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSVTPI
BC
Live
0.00
psf
1.15
/ 1.10 / 1,10
Spokane, WA 99217
1', WTCA l'- Wood Truss Council of America Standard Design ResponsibilRies,'BUILDING COMPONENT SAFETY INFORMATION' -
BC
Dead
10.00
psf
0. C. Spaci ng
2- 0- 0
TRUSPLUS 6.0 VER: T6.S.52
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison,
1
Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119th Street, NW, Ste 800,Washington, DC20036.
Bldg
Code:
IRC -2003
DEFL RATIO:
L/240 TC: L/18
Job Name: Garden shed
CRITICAL MEMBER FORCES: TL 2x4 DFL #2
BC 2x4 DFL #2
GBL BILK 2x4 DFL STUD
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER -1607 and ESR -1118.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg - 39 psf, Ce -1.00, I -1.00, Ct - 1.10
May use adequate staples for gable blocks.
AX
TIMBERLINE
® TRUSS
8525 North Freya Street
Spokane, WA 99217
TRUSPLUS 6.0 VER: T6.5.5
2-6-12
Truss ID: VO4
Designed per ANSI/TPI 1-2002
This design does not accountfor long term
time dependent loading (creep). Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
IF HANGERS ARE INDICATED ON THIS DRAWING,
THEY ARE BASED ON 1.5" HANGER NAILS FOR
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS MUST BE RE-EVALUATED (BY OTHERS).
Valley Truss application only; not designed
for wind load applied to the face. Web
bracing is required if shown.
3-10-2 1
3-10-2 �
3-10-2
7-8-4-4
3-10- 3-10-2
1 2 3
8.00
8.00
I 4 5 6
3-10-2 ) 3-1�0-2 _
3-10-2 7.8-4 1
TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT
All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "KS" for HS 20 ga., "S" for 55 18 ga. from Alpine;
or preceded by "MX" for TWX 20 ga, or "H" for 16 ga. from Trust -7, positioned per Joint Detail Reports. Circled plates and false
frame plates re positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple).
�7 sZ rs
1
This truss is designed using the
ASCE7-02 Wind Specification
Bldg Enclosed Yes, Importance Factor = 1.00
Truss Location = Not End Zone
Hurricane/Ocean Line - No,Exp Category - B
Bldg Length = 12.00 ft, Bdg Width = 24.00 ft
Mean roof height - 11.28 ft, mph 85
TPI Standard Occupancy, Dead Load = 3.6 psf
Designed as Main Wind ForceResisting System
- Low-rise and Components and Cladding
Tributary Area - 15 sgft
2-6-12
SHIP t .dY sb1
/CNA
EXPIR�S:01f18:�$ -
' PI?Op s
v 2550 1
V 111"rITAIV1I v L7Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design
Cust: Tim
Manson
is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design
W0: Dri ve�r1518_1-00005_300001
standards. No responsibility
g po dY is assumed for dimensional accuracy. Dimensions
are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
Dsgn r : RM
#LC = 24
WT: 26#
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
is laterally braced by the roof or goof sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Live
30.00
psf
Li veDu r L=1.15
P=1,15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Snow
30.00
psf
S nowDu r L=1.15
P=1.15
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
brace
TC Dead
7.00
psf
Rep Mb r Bnd
Comp Tens
and this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSIRPI 1', WTCA V- Wood Truss Council
BC Live
0.00
psf
1,15
1,10 1,10
of America Standard Design Responsibililies,'BUILDING COMPONENT SAFETY INFORMATION'-
(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss
BC Dead
10.00
psf
0. C. Spaci ng
2- 0- 0
Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036,
Bldg Code:
IRC -2003
DEFL RATIO:
V240 TC L/lA
Job Name: Garden shed
Truss ID: V05
Qty:
1
CRITICAL MEMBER FORCES: TC 2x4 DFL 240OF-2.OE
BC
Designed per ANSI/TPI 1-2002
This truss is designed using the
Cust: Tim Manson
2x4 DFL 240OF-2.OE
Refer to Joint QC Detail Sheet for
This design does not account for long term
ASCE7-02 Wind Specification
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in
Maximum Rotational Tolerance used
time dependent loading (creep). Building
Designer
Bldg Enclosed - Yes, Importance Factor =
1.00
IRC/IBC truss plate values are based on
testing
must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
Truss Location - Not End Zone
Hurricane/Ocean Line = No,Exp Category
B
and approval as required by IBC 1703
and ANSI/TPI and are reported in available
MULTIPLE LOAD CASES.
Bldg Length = 12.00 ft, Bdg Width - 24.00
-
ft
documents as ER -1607 and ESR -1118.
IF HANGERS ARE INDICATED ON THIS DRAWING,
THEY ARE BASED ON 1.5" HANGER NAILS FOR
Mean roof height - 10.61 ft, mph = 85
TC Live
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
P 39 Ce I
1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY
TPI Standard Occupancy, Dead Load = 3.6 psf
Designed as Main Wind Force Resisting System
psf, -1.00, =1.00, Ct 1.10
Valley Truss application only; not designed
GIRDERS. IF 2.5" GUN NAILS ARE USED, THE
HANGERS
- Low-rise and Components and Cladding
SnowDu r L=1.15 P=1.15
for wind load appliedtothe face. Web
MUST BE RE-EVALUATED (BY OTHERS).
May
Tributary Area = 7 sgft
7.00 psf
bracing is required if shown.
use adequate staples for gable blocks.
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software,
'ANSInPI
BC Live
0.00 psf
�i
Spokane, WA 90117
1% WTCA V- Wood Truss Council of America Standard Design ResponsibilRies,'BUILDING COMPONENT SAFETY INFORMATION'-
1-03)
BC Dead
10.00 psf
0. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6. 5.521Wisconsin
(BCSI and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
53719. The American Forest and Paper Association(AFPA) is located at 111119th Street NW, Ste 800, Washington, DC 20036. 1
Bldg Code:
IRC -2003
DEFL RATIO: L/240 TC: L/18
1-10-2 11-10-2-2 -J
1-10-2 A 3-8-4 I
1-10-2 1-10-2
mom.:1 3
{i 8.00 -8.00
N.
TYPICAL PLATE: 2-4
5 I
3-8-4 J
3-8-4 1
OVER CONTINUOUS SUPPORT
All connector plates are Truswal Zo ga. unless preceded by "W" for Wave 10 ga., "HS" for NS 20 ga., "S" for 55 18 ga. from Alpine;
or preceded by "MX" for TWX 10 ga. or 'H" for 16 ga, from Truswal, positioned per Joint Detail Reports. Circled Tates
frame plates a ga p p and false
p e positioned a shown above. Shift gable stud tales to amid overlap with structural plates (or staple).
WARN/N Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: Tim Manson
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in
W0: Dri ve,C_r1518_L00005_J00001
accordance with the current versions of TPI arta AFPA design standards. No responsibility
9 po ty is assumed for dimensional accuracy. Dimensions
are to be verged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads
Dsgn r: RM
#LC = 22 WT: 11#
TIMBERLINE
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
is laterally braced by the roof or Ibor sheathing and the bottom chord is laterally braced by
TC Live
30.00 psf
Li V eDu r L=1.1$ P=1. 1$
a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Snow
30.00 psf
SnowDu r L=1.15 P=1.15
® TRUSS
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install
TC Dead
7.00 psf
Rep Mb r Bnd / Comp / Tens
8525 North Frey d $tree t
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software,
'ANSInPI
BC Live
0.00 psf
1.1$ / 1,10 / 1.10
Spokane, WA 90117
1% WTCA V- Wood Truss Council of America Standard Design ResponsibilRies,'BUILDING COMPONENT SAFETY INFORMATION'-
1-03)
BC Dead
10.00 psf
0. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6. 5.521Wisconsin
(BCSI and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
53719. The American Forest and Paper Association(AFPA) is located at 111119th Street NW, Ste 800, Washington, DC 20036. 1
Bldg Code:
IRC -2003
DEFL RATIO: L/240 TC: L/18
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
THIS BUILDING SUBJECT
TO FIELD INSPECTION CORRECTIONS
REVi.v'`-'t: F!,ODF CO LIANCE
u . -_�t�► DIVISION