2007, 01-04 Permit App: 07000036 Pole Bldg Project Number: 07000036 Inv: 1 Application Date: 1/4/2007 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project In formation:
Permit Use: 24X30X10 POLE BLDG Contact: QUALITY STEEL BLDGS
Address: 7810 N MARKET ST
C-S-Z: SPOKANE,WA.99217
Setbacks:Front 20 Left: 6 Right: 20 Rear: 8 Phone: (509)468-1606
Group Name:
Site Information Project Name:
Plat Key: 002392 Name: SKYVIEW ACRES ADD District: Sout
Parcel Number: 45284.0107 Block: I Lot: 1
SiteAddress: 12110 E 24TH AVE Owner:Name: BASSO,PHILIP A
Address: 12110 E 24TH AVE
Location::CSV SPOKANE,WA 99206
Zoning: UR-3.5 Urban Residential 3.5
Water District: 101 SPO CO WATER DIST#3B Hold: ❑
Area: 11,392 Sq Ft Width: 75 Depth: 150 Right Of Way(ft): 0
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review
Building Plan Review Released By:
Originally Released: 1/4/2007 By: TMELB I1 U
a /
Landuse/tonin E Conditions
� Reims-dBy: '
T ot_-__ Aann - awl .
do. u • II S r0' - 14 U 'L d - -
,eco-s�e o rti - SI \A 'mac. reap ce Lay .
Operator: JD Printed By: JD Print Date: 1/4/2007
Project Number: 07000036 Inv: I Application Date: 1/4/2007 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Building Permit
Contractor: QUALITY STEEL BUILDINGS INC Firm: QUALITY STEEL BUILDINGS INC
Address: 7810 N MARKET ST Phone: (509)468-1606
SPOKANE,WA 99207
This Application: Total Project:
Description Grp Type Notes Su Ft Valuation Sq Ft Valuation
POLE BDLG U-1 VB 720 $13,680.00 720 $13,680.00
Totals: 720 $13,680.00 720 $13,680.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $237.25
ACCESSORY PLANS REVIEW 1 SELECT $59.31
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $301.06
Payment Summa ,.
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $301.06 $301.06 $0.00 $301.06
$301.06 $301.06 $0.00 $301.06
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: 1/4/2007
V 7- ce:
' "- BUILDING PERMIT APPLICATION WORKSHEET
(TITd' City of S•okarte;Valley Community Development Department
DEC 7C !,I Building Division
r 11707 E: Sprague Avenue, Suite 106
410,Vall '
aeY - '
Spokane Valley, WA 99206
, , Phone: (509) 688-0036; Fax: (509) 688=0037
REQUIRED SITE INFORMATION '
Street Address: 12110 E. 24TH j4 j
Assessor's Tax Parcel Number(s): 45284.0107
Legal Description:
PERMIT DESCRIPTION: 24 X 30 X 10
X. Building Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home
El Relocation ❑ Tenant Improvement ❑ Fire Safety ❑ Other
OWNER/APPLICANT INFORMATION
X Owner: PHILLIP BASSO
Phone: 891-2673 Fax: Phone: Fax:
Address: SAME Address:
City: CITY SPOKANE VALLEY State: WA Zip: 99206 City: State:
X Contractor: Quality Steel Buildings, Inc. Architect: Wambeke Engineering
Phone: 509-468-1606 Fax: 468-3720 Phone: 443-6186 Fax:
Address: n. 7810 market st Address: 2913 E. 61 st Court
City: spokane State: wa Zip: 99217 City: Spokane State: wa Zip: 99211
WA State Contractor License#: qualisb081 c7 Contact: Muriel Brown
PERMIT/BUILDING INFORMATION
HEIGHT TO PEAK: 14 DIMENSIONS:��� #OF STORIES:
MAIN FLOOR TO SQ. FTG: 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG:
FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: 720 v '._ DECK/COV. PATIO SQ. FTG:
OCCUPANCY GROUP: CONSTRUCTION TYPE: HEAT SOURCE:
#OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AREA:
COST OF PROJECT: 30% SLOPES ON PROPERTY: SEWER OR ON-SITE SEPTIC
SYSTEM?
s Job • Truss Truss Type I Qty Ply R2014379311
01040 24 COMMON 1 1
Job Reference(optional)
Lumbermen's Building Centers,Spokane,WA 99206.4220 6.200 s Jul 13 2005 MTek Industries,Inc.Thu Feb 16 10:44:20 2006 Page 1
4-10-S 8-5-4 12-0-0I 15-6-12 - 19-1-8 24-0-0 H
4-10-8 3-6-12 3-6-12 3-6-12 3-6-12 4-10-8
Scale=1.39.5
5x7=
4
1 4.00 12 2x4 II mu 2x4 II
5
3
2x4M.
6\ 2x4 G
2
��
��
\ 7
ISI -. to
10 9 8 4x14=
4x14=
5x9= 5x6= 5x9=
8-5415-6.12 I 24-0-0
I I
8-5-4 7-1-8 8-5-4
Plate Offsets(X,Y): [1:0-0-6,Edge],[4:0-3-8,0-2-4],[7:0-0-6,Edge],[8:0-3-12,0-2.8],[10:0-1-12,0-2-8]
LOADING(psf) ISPACING 5-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.34 8-10 >830 240 MT20 185/148
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.42 8-10 >677 180
TCDL 5.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.12 7 n/a n/a
BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight:119 lb
BCDL 1.0 --
LUMBER BRACING
TOP CHORD 2 X 6 HF 1800F 1.6E TOP CHORD 2-0-0 oc purlins(2-10-2 max.).
BOT CHORD 2 X 6 HF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 8-5-10 oc bracing.
WEBS 2 X 4 DF Stud/Std'Except*
4-102 X4 HF 1800F 1.6E,4-8 2 X 4 HF 1800F 1.6E ....00
1%1
TAN-9
REACTIONS (lb/size) 1=2707/0-5-8,7=2707/0-5-8 /1 ^`k..,Y /ft.
/ REDONG
Max Horz1=117(load case 7) 1 1
Max Uplift1=508(load case 5),7=-508(load case 6) i I Y Ua.. /
Max Grav1=3002(load case 2),7=3002(load case 3) 1-0 Ix `�, I
FORCES (Ib)-Maximum Compression/Maximum Tension \� No. 10734 PE k� r / /
TOP CHORD 1-2=-6987/1209,2-3=-5497/1002,3-4=5503/1087,4-5=5503/1087,5-6=-5497/1002;&'k987/1211 1, 2837-1___y/
BOT CHORD 1-10=-1158/6343,9-10=-606/4016,8-9=-606/4016,7-8=1075/6343 ti s'/(,`E N�j9 e� ✓�� kl�;r S-ht��� \_
WEBS 3-10=1237/220,5-8=1237/217,2-10=1632/302,4-10=420/2548,4-8=-418/2548,6-8= 34, ONA1� � S/(}Nn� ` L
NOTES
1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=3.0psf;BCDL=O-6psf;Category I;Exp B;enclosed;MWFRS gable end zone;cantilever left and
right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33.
2)TCLL:ASCE 7-98;Pf--40.0 psf(flat roof snow);Exp B;Partially Exp. EXPIRES: 12-19-06 I
3)Unbalanced snow loads have been considered for this design.
4)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional Ibad to be added
to the bottom chord.
5)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to verify
adequacy of top chord dead load. C,,S\o t�' ANG
6)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. � .4;
/
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O1/4 6G\ . 6�F �Ff
8)This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Q. Q. , Q
standard ANSI/I-PI 1.
LOAD CASE(S) Standard `t p
\--
O
R
TE OFiCJ
FDONG
February 20,2006
A WARNING-Vert/y design parameters and READ NOTES ON TUGS AND INCLUDED MITEE REFERENCE PAGE BrII-7473 BEFORE USE. 7Suit777e 1reenback Lane �i
G09
Design valid for use only with MiTek connectors,This design is based only upon parameters shown,and is for an individual budding component. Citrus Heights,CA,95610
Applicability of design paramenters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector.Additional permanent bracing of the overall structureisthe responsibility of the building designer.For general guidance regarding .��■_
fabrication.quality control,storage,delivery.erection and bracing,consult ANSI/1P11 QuaMy Criteria,DSB-69 and SCBM Building Component M" K
Safety Information available from Truss Plate Institute,583 D'Onofio Drive,Madison,WI 53719. _ ._.
W.1 al k i!..$:' I 1 isi j ?L. Crl
s`I LEL, DUILDNGS, INC.
N. 7810 Market Center Suite (509) 468-1606 office
Spokane, Wa. 99207 (509) 468-3720 fax
LIC#QUALISBO81 C7
--,7"---
SITE PLAN
is . .ii Gura)
• (-14--<-\�1 S-iOW I . 1 n
1-Y) i , 3
0 „ ,c3 RTH
vo
rvw,yzco\ To
/4/,
..
- yr
.. . _ \t.o.t . 6; \ -,:u.)
_________ • A : (/
v� ick
C �r „.„
'
r\..k .
.\>, . ..-\\
, 1
,ys.... If
_.
PLAN NG PT. APPROVED
+ u�� BY' i-"f ' . 0
I R -,'Tr
DATE: i/ /(:)-1
c
10'FROM SEPTIC/DRAINFIELD JOB NAME C?dkA1 j9IY-0
SHOW STREETS/ALLEYS PHONE# ty 1 °'' '^-3 .4
SHOW SEPTIC/SEWER/DRAINFIELD ADDRESS \ \\.(;,_-____a____ADDRESS \ -`
SHOW EXISTING BUILDINGS C., *-{ c;r t-.ki'il t - O�
SHOW SETBACKS-FRONT,REAR,SIDE PARCEL# t-c 1)‘(ti-f e ^i n1
SHOW LOT SIZE
SIDE YARD&REAR YARD SET BACKS.
5'TO PROPERTY LINE UP TO 15' PEAK HIGH FOR
EVERY FOOT OVER 15'ADD 1'TO SET BACK.
Tnrn Trn nnc-T
TYPICAL GIRT CONNECTION
V. NAILS EACH GIRT
(FLAT)
NOTES FOR FLOOR PLAN
Q1 INTERIOR FRAME WOOD POSTS, SEE
POST SCHEDULE THIS SHEET
GABLE WALL POSTS - 6' X 6' TYPICAL
DOOR POSTS - 4' X 6' TYPICAL
FOOTING DIMENSIONS, B + 1' 8'I D = 3' 0'
MAXIMUM POST SPACING 12' 0'
(0) PURLINS @ 24' O.C., BEARING OR
JOIST HANGERS (TYPICAL)
a
Z
(U
>_ J
V)
a
rn
Zq
q
ZW
N
DETAIL
Z G7
"H"
JJ
"B" DIA.
_J0
�J
_j
aW
a
alp
LAMINATIONS
a W
>
w
o
1
> c
_
`D J
a
co
o
~
'0 '-'
J o
o
XL, 1
o
X
O =
XLH ^
iu
cu V) Nd
N
CONCRETE FOOTING, SEE SCHEDULE
ti
aUJ
w
a
Wo=yt
o
w 1
oo
MjN
(�T
ROOF FASTENED TO PURLINS WITH
7) a.
N
1 1/2LONG WDDDFAST TEKS.
-�-
v-
vy
16'-0"
mu(n
?a
GIRTS WITH 1' LONG
3'-0"
Za
J>-
zQ
JU
18'-0"
ar
a 1
�a
NO
0.24
10%0
IL �
G" X 10" -
a1
i0 U
NO
o
Li o
�C]
p o
oD
�X,
3'-0"
X
Nv iu.
XC.7
o
12-0"
10'-0"
6" X 6"
26"
T -O"
NO
0.41
Lj
12'-0"
N�
0a)
ZN
-
NO
0.41
12-0"
14'-0"
SPANS 12' TO 60'
A
- DOUBLE TRUSSES -
W
L7
q
K
iiDOUBLE TRUSSE
CSEE
DET AI
12
41
SINGLE TRUSS
PLAN VIEW
N.T.S,
PURLIN CONNECTION METHODS:
z
A). PURLINS MAY BE HUNG
S1
f
DETAIL
FACES W/ STANDARD
"H"
NOTES FOR SECTION A -A
"B" DIA.
J
U
O TYPICAL PURLIN, SEE FLOOR
S1
B), PURLINS MAY BE
LAMINATIONS
PLAN FOR SIZE
6" X 6"
J
S2 TRUSS DESIGN BY OTHERS
INT❑ EACH PURLIN,
L\7
Z A
S3 2 X 6' @ 24' D.C., 10' BAYS
TO THE BOTTOM OF
LAPPED AND NAILEII
2' X G' @ 24' D.C., 12' BAYS'
=
O =
DF -L #2 GIRTS FLAT @ 24' 0. C.
a�
ovS4
CONCRETE FOOTING, SEE SCHEDULE
BACK SIDE OF PURLIN
!n
S5 EXTEND POST TO TDP OF PURLIN
MjN
w
UJ
ROOF FASTENED TO PURLINS WITH
G" X 6" W/2" X 6"
N
1 1/2LONG WDDDFAST TEKS.
NO
0.20
WALLS FASTENED TO
16'-0"
6 X B"
GIRTS WITH 1' LONG
3'-0"
NO
WDDDFAST TEKS.
F
18'-0"
_ _
6' X 10•'
PURLIN CONNECTION METHODS:
`J
A). PURLINS MAY BE HUNG
S1
OFF THE TRUSS TOP CHORD
DETAIL
FACES W/ STANDARD
"H"
SIMPSON JOIST HANGERS
"B" DIA.
OR EQUAL,
I REQUIRED
B), PURLINS MAY BE
LAMINATIONS
BUTTED AND NAILEII
6" X 6"
W/(2) 16d NAILS
S7
INT❑ EACH PURLIN,
0.20
C). PURLINS MAY BE
TO THE BOTTOM OF
LAPPED AND NAILEII
18"
W/(3) 16d NAILS
LAMINATE MAY BE
ON CONNECTION METHODS SS
a�
'B' AND 'C', TOENAIL
6" X 6"
BACK SIDE OF PURLIN
T -O"
W/(1) 16d NAIL INTO
MjN
EACH TOP CHORD MEMBER
PIJRL
NOTES FOR CONNECTION DETAIL
S1 TRUSS TOP CHORDS
q TRUSS DESIGN BY TRUSS MANUFACTURER
1 p S2 PURLIN SUPPORT STRUT 2' X '4' X FULL
UR�rN DEPTH OF TOP CHORD PLUS PURLIN.
�THOD Ngecr1pM NAIL PURLINS W/(3) 16d NAILS
�(JI S3 NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE.
S4 MANUFACTURED TRUSS. NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT.
SS WOOD POST, SEE POST/FOOTING SCHEDULE,
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
NMfOR 3/4'0 MACHINE BOLT
'Z_ Al S7 SOLID BLOCKING AT CONNECTION POINTS. �
S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
S9 2' X 6' OR 2' X 8' TOP GIRT
S1 4 - 16d NAILS OR 3/4'0 M. BOLT
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
1"
1) _Z 2 - 16d NAILS
6", 8" OR
10" POST
SEE
`J
NAILING
PATTERN
FOR
DETAIL
SPACING
"H"
W X D
"B" DIA.
2
I REQUIRED
POST
LAMINATIONS
6" X 6"
NOTE: 2" X 6" LAMINATE MUST BE A
TREATED MEMBER
NO
0.20
AND MUST EXTEND
TO THE BOTTOM OF
THE FOOTING.
18"
T -O"
LAMINATE MAY BE
SPLICED ABOVE MID
HEIGHT OF COLUMN
SEE FOOT
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR ❑PTI❑N
FRONT ELEVATION
N.T.S.
NOTES FOR FRONT ELEVATION
S1 HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
OR 2' X 8' STD JOIST HANGERS,
LOWER TRUSS FOR END OVERHANG, IF REO'D
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' ❑,C., 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' O.C., 12' BAYS, DF -L #2
S4 2' X 8' FACIA BOARDS
SS TREATED WOOD POSTS, SIZED PER SCHEDULE
S6 TREATED 2' X 6' BOTTOM GIRT
OR TREATED 2' X 10' BOTTOM GIRT
NOTES FOR FO❑TING DETAIL
(31 TREATED POSTS AS SIZED PER SCHEDULE
�12 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
(� UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
GABLE END TRUSS
8 - 16d NAILS
DOUBLE OVERHEAD DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
- 16d NAILS
2' X 6' X 18'
BOLTING BLOCK CORNER POST
16d NAILS
2' X 6' X 18'
BOLTING BLOCI
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR OPTION
OPTIONAL FRONT ELEVATION
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1 HALF TRUSS DESIGN BY OTHERS
S2 2' X 10' HEADER UP TO 12' 0- DOORS
2' X 12' HEADER UP TO 20' 0' DOORS
2' X 12' BACKED WITH 2' X 6' UP TO 24' 0'
S3 2' X 6' HEADER
S4 4' X 6' DOOR POST - 8' THRU 14'
WALL HEIGHT W/ 2' X 6' FACER,
6' X 6' DOOR POST - 16' & 18'
WALL HEIGHT W/ 2' X 8' FACER.
SS DOUBLE 2' X 6' KINGPOST
DETAIL 2 - KNEE BRACE
NOTES FOR DETAIL 2- KNEEBRACE
SI TRUSS TOP CHORD, DESIGN BY OTHERS
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DF -L #2 EACH SIDE
S4 WOOD POST, SEE POST/FOOTING SCHEDULE
SS 4 - 16d GALV, NAILS, EACH SIDE
1). KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
BRACE NOT REQUIRED AT GABLE END TRUSSES,
2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST
CONNECTION = USE 3/4'96 THRU BOLTS,
EACH LOCATION.
N.T.S.
BUILDING SPECIFICATIONS:
GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC
2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40
PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C.
DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF*
CEILING LL = 0 PSF CEILING DL = 1 PSF
* ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION.
* MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF
MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS
OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'e = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE
CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99.
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE
CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHFDULE & OTHER
APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED
ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO
THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED
ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING
RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY
BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0
ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS.
WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS
SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS.
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95%
OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH
THE BUILDING WILL BE CONSTRUCTED.
TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF
TOP CHORD DEAD LOAD = 5 PSF
BOTTOM CHORD DEAD LOAD = 1 PSF
TRUSS WEB BRACING
INTERIOR OR GABLE END TRUSSES
NOTES FOR TRUSS WEB BRACING
TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS ,AS
THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING
FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB
10d NAILS @ 6' O.C. Od NAILS @ 6' O.C.
X 6' O R 2' X 8' X 4'
L -BRACE L -BRACE
TRUSS WEB MEMBER TRUSS WEB MEMBER
G Sl S3
- �wo
-
SECTION B -B
AT GABLE END TRUSS
TYPICAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S.
S1 GABLE END TRUSS
S2 DOUBLE INTERIOR TRUSSES
S3 2' X 4' X -BRACING @ 10' 0' O.C.
S4 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C.
OR, AS SPECIFIED BY TRUSS MANUFACTURER
SS TOENAIL BRACES TO TRUSSES WITH
3 - 10d NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATION N.T.S.
Sl 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEED
EOi
•ROOF STEEL, 2SJ GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT
• FIELD SCREWS, ND x l 1/2' AT 9' D.C. (NEXT TO HIGH RIB)
■ EAVE AND RIDGE PURLIN SCREWS, #14 x] 1/2' AT BOTH SIDES OF
EACH MAJOR RID
THE FOLLOWING H:11.1MUM ENDWALL DIAPHRAGM REOUIRMENTS ARE NEED
• ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALE
FIELD SCREWS, t10 x 1 1/2' @ 9' D.C. (NEXT TO HIGH RIB)
BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES IY EACH MAJOR RIB.
DIAPHRAGM SCREWS
__v I
DIAPHRAGI SCREWS @ ENDWALL BASE GIRT ACROSS
ENDWALL IOOR HEADERS 6 GABLE END TRUSS TOP CHORD,
EAVE 6 RDGE PURLINS ON ROOF
DIAPHRAT SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABVE
STEEL SHEETING SCREW {\PATTERNS
i Jr -..J .. y rNT
IFTH
AMP+iEC:n _
THE ME OR AEPRO,_
'Ouc ML NN OR ALLr.
Q DE AM INFgI11y"-
FRO coY II =...
5 COP_PYYRIGHHTT,
TO SORT G:; F
( uo
20
/iJ1A iLn
EXPIRES[
POST/FOOTING SCHEDULE 12'- 24' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
I "T"
I REQUIRED
VOLUME, Y03
6" X 6"
18"
T -O"
NO
0.20
10'-0'•
6" X 6"
18"
T -O"
_
NO
0.20
10'-0"
12'-0"
6" X 6"
18"
T -O"
NO
0.20
10'-0"
14'-0"
G" X 6" W/2" X 6"
18"
T -O"
NO
0.20
10'-0
16'-0"
6 X B"
20"
3'-0"
NO
0.24
10'-0
18'-0"
_ _
6' X 10•'
20"
3'-0"
NO
0.24
10%0
20'-0"
_W:6-
G" X 10" -
21"
T -O"
NO
0.27
12-0
X 6"
26"
3'-0"
NO
0.41
12-0"
10'-0"
6" X 6"
26"
T -O"
NO
0.41
12-0"
12'-0"
6" X 6" W/2" X 6"
26"-
3'-0"
-
NO
0.41
12-0"
14'-0"
G" X G" W/Y" X V
26" -
T -v
_
NO
0.41
12-0"
16'-0"
6" X B" W/2" X 6"
26"
3'-0"
NO
0.41
12-0"
18'-0"
G" X 8" W/2" X 6"
26"
3'-0"
NO
0.41
12'-0"
1 20'-0"
6" X 10" Wl2" X G"
26"
T-2"
NO
0.44
POST/FOOTING SCHEDULE 30' SPANS, 30 & 40
PSF LIVE LOAD
POST
I COLUMN
FOOTING
IKNEEBRACE
CONCRETE
SPACING
H"
I W X D
"B DIA.
"T'
I REQUIRED
VOLUME, YD3
101-01,81-01,
6 X 6"
26
T -O"
NO
0.41
101-0.110-0'1
6'X6"
26'
3'-0"
NO
0.41
10'-0
12'-0"
6 X 6" W/2•' X 6"
26"
3'-0"
NO
0.41
10'4"
14'-0"
6" X 6" W/2" X 6"
26"
3'-0"
NO
0.41
10'-0"
16'-0"
6" X 8"
26"
T-011
NO
0.41
10'-0"
18'-0"
V X 8" W/2" X 6'•
_.
_ 26^...
3'-0"
_. NO
0.41
10'4'
20'-0"
6 X 8" W2 X 6"
26"
3'-0"
_
NO
0.41
10'-0'
22'-0"
VX 10" W/2" X V
26"
T-2"
NO
0.44
10'-0"
24'-0"
G" X 12"
26"
3'3"
NO
0.45
12-0 •
8'-0"
6 ' X 6"
. _
28"
3'-
NO
0.47
12-0"
10'-0"
___..
6' X 6"
28"
3'-0"
_
- - NO
0.47
12-0"
12'-0"
G" X 6" WIT' X 6"
__...
28"3'-0"
NO
0.47
12-0"
14'-0"
6" X 6"
28" _
3'-0"
NO
0.47
12-0"
18'-0"
6" X 8" W/2" X 6"
28"
3'-0"
- NO
0.47
12-0"
18'-0"
6" X 10"
28"
3'-0"
NO
0.47
12-0"
20'-0"
6" X 12" - -__
_. 28"
T-&
NO
0.47
12-0"
22'-0"
6" X 12" W/2" X 6"
-
28"
3'-2"
NO
0.6
12-0"
1 24'-0"
- -
G" X 12"
28"
1 T.6"
_ NO
0.66
POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
•'T'
REQUIRED
VOLUME, YD3
101-0 _
8'-0"
6' X 6"_ _ _.
28"
3 '-0•'
NO
0.47
10•-0'
10' -0"
_
6 • X 6"
28'
T -O"
_._ NO
0.47
10'-0"
12'-0"
6" X 6" W/2" X 6'•
28"
3'-0"
_
NO
0.47
10'-0"
14'-0"
6'• X V WIT' X 6"
28"
T -O"
_ NO
0.47
10'-0'•
16'-0"
6" X 8"
_.
28"
X -O"
NO
0.47
0
-0"
10'"
18'-0"
_
6" X 8' VV/2" X 6"
28"
3'-0"
_.
NO
0.47
10'-V
20'-0"
6" X 10" _.. _
_ 28"
T -O"
_._ . - NO
0.47
10'-0"
22'-0"
6" X 10" W/2" X 6"
28"
T -O"
NO
0.47
10'-0"
24'-0"
6•' X 10" W/2" X 6"
28"
3'4•
YES
0.50
32'
3'-O"
NO
0.62
12-0
10.-0.,
6 • X 6" -
32'
3'-0"
NO -
0.62
12-0
12-0"
6' X 6" W/2" X 6"
32
T -O"
NO
0.62
12-0"
14'-0"
G" X B"
32"
3'-0"
NO
0.62
12-0"
16'-0"
G" X 8" W/2" X 6"
32"
T -O"
NO
0.62
12-0"
1B. -O"
6" X 10"
32"
T -O"
NO
0.62
12-0"
20'-0"
6" X 10" W/2" X 6"
32'
T -O"
NO
0.62
12-0"
22'-0"
6" X 12" -
32"
T-2"
- -- - NO
0.66
12-0"
24'-0"
6" X 12" W/2" X 6"
32"
3'3"
NO
0.68
POSTIFOOTING SCHEDULE 40' SPANS, 30 & 4A PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
I W X D
"B" DIA,
I'
I REQUIRED
IVOLUME, YD3
30"
3%0"
NO
0.55
10'-0"
10'-0"
G" X 6"
30"
T -O"
NO
0.55
10'-0"
12'-0"
6" X 6" WIT' X 6"
30"
3'-0"
NO
0.55
10'-0"14'-0"
6" X 6" W/2" X 6"
30"
T -O"
NO
0.65
10'-0"
16'-0"
6" X B"
30"
3'-0"
YES
0.55
10'-0"
16'-0"
6" X B" W/2" X 6"
30"
T -O"
NO
0.65
10'41"
18'-0"
G" X 8" W/2" X 6"
30" -
3'-0"
NO
0.55
10'-0"
20'-0"
6" X 10"
30"
T -O"
NO
0.55
10'-0"
22'-0"
B" X 10" W/2" X 6"
30"
3'-0"
_
NO
0.65
10'-0"
24'-0"
6" X 12"
30"
T.2•'
YES
0.68
12-
8'-0"
6'• X 6"
3-3
TZ
NO
0.66
12-0"
10'-0"
6" X 6"
33"
3'-0"
. _ _. NO
0.66
12-0"
12'4"
6" X G" W/2" X G"
33"
T -O"
_ _
NO
0.66
12-0"
14'-0"
6" X 8"
33"
3'-0"
NO
0.66
12-0„
,.; -0„
5., X ell W/211 ), G„
331,
NCl
a66
12-0"
181-01,
6" X 10"33
3'-0"
NO
0.66
12'-0"
20'4"
6" X 10" WIT' X 6"
33"
3'-0"
NO
0.66
12-0"
2Z-0"
6" X 12"
1 33
T.2"
NO
0.70
12-0"
24'-0"
1
6" X 12" W/2" X 6"
33"
3'-2"
NO
0.72
POST/FOOTING
SCHEDULE 48' TO 52' SPANS, 30 &40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, YD
-0
10'"
8'-0"
6" X 6"
34"
3'-0"
NO
0.70
_ 10'-0"
10'-0„
6„ X 6" _.. __..
34, -
T.0"
- NO
0.70
10'4
12'-0"
G" X 6" W/2" X 6"
34
T -O"
_
NO
0.70
10'-0
14'-0"
6 • X 6" W/2" X G"
34
T -O"
NO
0.70
10'-0
16'-0"
6 X 8"
34
T -O"
-YES
0.70
_ 10'4"
16'-0"
G" X 8" W12" X 6"
34"
T.0"
NO
0.70
10'-0"
18'-0"
6" X B" W/2" X 6„
- 34„
T -O"
- NO..
0.70
10'-0"
20'-0"
6" X 10"
34"
T -O"
YES
0.70
10'-0"
22'-0"
6" X 10" W/2ll X 6"
_ _
34"
3'-0"
NO
0.70
24'-0"
6" X 12" W/2" X 6"
34"
3'-0"
_
- YES
0.70
12-0"
8'-0"
6" X 6"
36•,
3.0
NO
0.79
12-0"
10'-0"
6" X 6" W/2" X 6"
36"
T -O"
NO
0.79
_ 12-0"
12'-0"
6" X 6" W/2" X 6"
36"
T -O"
NO
0.79
12-0"
14'-0"
6" X 8"
36".
3'-0"
_ NO
0.79
12-0'
16'-0"
6' X 8" W/2" X 6"
361,3P
-O"
NO
0.79
_ 12-0'
18'4"
61. X 10"
36
3'-0"
_
YES
0.79
-.. 12-0'
20'-0"
6 ' X 10" W/2" X 6"
36
T -O"
No
0.79
_. 12-0"
22'-0"
6" X 12" W/2" X G"
_
36"--
T.2"
--.__.. NO ._.-
0.83
12-0" 1
24'-0"
6" X 12" W/2" X 6"
36"...
T-2"
_.. NO
0.83
POSTIFOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H" I
W X D
"B" DIA.
"T'
REQUIRED
VOLUME, Y03
10'-0"
8'-0"
6" X G"
36"
3'-0"
NO
0.79
10'-0"
10'-0"
6" X G" _
36" --
T -O"
- NO
0.79
101-0"
1 Z-0"
6" X 6" W/2" X 6"
36"
3'-0"
NO
0.79
10'-0"
14'-0"
6"X B•, _
36"
3'-0"
NO
0.79
10'-0"
16"0"
6" X 8" WIT' X V
36"
T.0"
NO
0.79
10'-0"
181.01.
6" X 10"
36"
T.&
NO
0.79
10'-0"
20'-0'•
s • X loll w/2,, x s"
3s
3;_&
YES
0.79
10'-0"
27-0"
6" X 10" W12" X 6"
36
T -O"
NO
0.79
10'-0"
24'-0"
6 • X 12"
36
T-2"
YES
0.63
12-0"
8'-0"
6" X 6"
40"
3'-0"
NO
0.97
6" X G" W/2" X 6"
_ _
40"
3'-0"
NO
0.97
12-0"
17-0" G"
X w,
_. 40"
T -Op'
_
NO._._
0.97
12-0"
14'-0" 6"
X 8" W/2" X 6"
40"
3'-0"
NO
0.97
12-0"
16'-0" 6"
X 8" W/2" X 6"
40"
3'-0°'
_... NO
0.97
12-0"
18'-01• B„
X 10"
40"
T -O"
YES
0.97
12-0"
20'-0" 6
X 10" W/2 X 6"
gy,
3'-0"
- NO
0.97
12-0"
2Z-0" 6"
X 12" W/2" X 6"
40
T -O"
NO
0.97
12-0" 1
unTr.
24'-0" 6"
X 12-W/2" X 6"
40
T-2"
NO
1.03
1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2" X 6" LAMINATIONS.
2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED
POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM-FIR#g2 POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X
3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT,
FOOTINGS SHALL BE 24"0 X 3'-4" DEEP.
4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE
CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4".
WAMBEKE ENGINEERING
2913 E. 61st Court
el Warlbeke, P. E. Spokane, WA 99223
LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
POST FRAME BUILDINGS
7810 NORTH MARKET
SPOKANE WASHINGTON 99207
BY DATE DRAWING NO.l RE'
DRAWN WAMBEKE
CHECKED 01-08-06 QUALITY.IBC2003-06 A
BY DATE DESCRIPTI❑N ❑F CHANGE PROJECT N0. 2006 SCALES N.T.S. SHEETS 1 DF 1
PROVIDE DIAGRAMS AND
ENGINEERING LAYOUTS FOR
ROOF TRUSSES, BEAMS AND
FLOOR SYSTEMS PRIOR TO FRAMING
INSPECTIONS
CITY COPY
.�
,.
.
>�
THIS BUILDItia SUBArT
TO FIELD INSPECTION C0 ECTIONS
0
Wore
doosOWEy
REviEWED Fop,6::,071.E-COMPLIANCE
SPOKANE VALI.F?"'8 LONG r'JISION
--rr ao I O? . v7_ - --