2006, 09-15 Permit App: 06003614 Pole Bldg Project Number: 06003614 Inv: 1 Application Date: 9/15/2006 Page 1 of 3
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 30 X 60 POLE BUILDING Contact: LEMAY,DANIEL
Address: 14805 E 20TH AVE
C-S-Z: VERADALE,WA 99037
Setbacks:Front Left: Right: Rear: Phone: (509)927-6177
Group Name:
Site Information:
Project Name:
Plat Key: 003136 Name: VERA CREST SUB District: F
Parcel Number: 45261.1912 Block: Lot:
SiteAddress: 14805 E 20TH AVE Owner:Name: LEMAY,DANIEL
Address: 14805 E 20TH AVE
Location::CSV VERADALE,WA 99037
Zoning: SFR
Water District: Hold: ❑
Area: .00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review
Flood Plain Released By:
Originally Released: 9/12/2006 By: amblake
Building Plan Review Released',By:
Originally Released: 9/15/2006 By: TMELBOU
Driveway/Approach Released By:
Originally Released: 9/15/2006 By: amblake
Landuse/Zoning/HE Conditions Released By:
Originally Released: 9/12/2006 By: kkendall
Operator: AMB Printed By: AMB Print Date: 9/15/2006
Project Number: 06003614 Inv: 1 Application Date: 9/15/2006 Page 2 of 3
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Sewer Review Released By:
Originally Released: 9/15/2006 By: amblake
Permits: ...v
Building Permit
Contractor: OWNER Firm: OWNER
Phone: (000)000-0000
This Application: Total Project:
Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation
POLE BDLG U-1 VB 1,800 $34,200.00 1,800 $34,200.00
Totals: 1,800 $34,200.00 1,800 $34,200.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $492.25
ACCESSORY PLANS REVIEW 1 SELECT $123.06
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $619.81
Operator: AMB Printed By: AMB Print Date: 9/15/2006
Project Number: 06003614 Inv: 1 Application Date: 9/15/2006 Page 3 of 3
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
(A)❑THE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO
PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY
PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW.
(B)0 SOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW,
CONSTRUCTION INSPECTION AND SURVEYING.
All driveway approaches to be constructed per Spokane County Standards as adopted by the City of
Spokane Valley.
Minimum of 7.5' from each property line,5' from crosswalks or intersection curb and minimum of 15'
of separation between any two approaches.
Flat portion of a residential approach to be minimum of 16'wide,maximum of 30'wide and combined
approach width not to exceed 50%of total frontage.
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $619.81 $619.81 $0.00 $619.81
$619.81 $619.81 $0.00 $619.81
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: AMB Printed By: AMB Print Date: 9/15/2006
Project Number: 06003614 Inv: 1 Application Date: 9/11/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project In formation:
Permit Use: 30 X 60 POLE BUILDING Contact: LEMAY,DANIEL
Address: 14805 E 20TH AVE
C-S-Z: VERADALE,WA 99037
Setbacks:Front Left:lati Right: 12 / Rear:CJ' Phone: (509)927-6177
( )&') (e)
) Group Name:
Site Information: Project Name:
Plat Key: 003136 Name: VERA CREST SUB District: F
Parcel Number: 45261.1912 Block: i Lot: 1'2
SiteAddress: 14805 E 20TH AVE Owner:Name: LEMAY,DANIEL
Address: 14805 E 20TH AVE
Location::CSV VERADALE,WA 99037
Zoning: SFR
Water District: 14coo xA Hold: ❑
Area: s— Width: 0 Depth: 0 Right Of Way(ft): 0
Nbr of Bldgs: 1 Nbr of Dwellings: 1
Review
Flood Plain Released `
it 0
Building Plan Review Released';By:
Driveway/Approach Released By:
Landuse/Zoning/HE Conditions Released By: ,
r�
na
Sewer Review Releas:® <,,,„
ri
Operator: AMB Printed By: AMB Print Date: 9/11/2006
crrch 6- Permit Center
t' ( ,; ; ERMIT NUI��E
� � 11707 E Sprab e Ave, Suite 106i I 0i ,I ,, Pc j
Valley Spokane Valley, WA 99206 Ir----\'\. �_' 'PERMIT FEE:
(509)688-0036 FAX: (509)681-07 SEP 16 •
Community Developrnent ',N7v7v cPokanevalley Ora oom (
Residential Construction (")) I ,I 1 ' l�� IA '''-,--1:A
---DI Ne* `-o>�struclion ❑ Accessory Bldg
Permit Application ❑ Addition/Remodel ❑ Deck
, Other: Pctk is i t c i3c x6-C°
SITE ADDRESS I T L..k-- ; - --
ASSESSORS PARCEL NO: a-f, iv j f), LEGAL DESCRIPTION: 1.: ..."';."-•_: ' .�w
f
Building owner Contractor.
Name: y1.UL(_ Z---J L C f/ lo'.l% Name: Sy'4',(26
Address:
�'8o" j
J �L Address:
City UG.i( ` Zip: '1 C) ? t City: Zip:
_IPhone: 8t1 -°746--. Fax: ` %.iii► Phone: Fax:
Lic No: . Exp.Date:
Contact Person City Business Lic No:
Name: Dan - . eC Ky/ L e P rc
Phone: 891 -o talo gtycet1 Irl -`5jqe
Describe the scope of work in detail: Cost of Project: Si 3 � cl r�;�
,- ryL w/Q (/ (.M%moi 4'
�k� . l Z6 x.>r� 9t4.1 - ; C" --- P f B . $ /(t-L
**************The foIIowing MUST be complete: (write N/A if not applicable**********************
HEIGHT TO PEAK: DIMENSIONS: . #OF STORIES: TOTAL HA (TABLE SPACE:
i 1 JO xeC Bra-AM Le.c/L( N ii
MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE
FTG: 11 \` 11 NI A AREA: l V A-
FINISHED BASEMENT GARAGE SQ. FTG: 6(4,, PATIO SQ. FTG: 30% SLOPES ON
SQ. FTG: 1\; A /800 rtig ei ,'U A PROPERTY: V4
#OF BEDROOMS: A CONSTRUCTION TYPE: HEAT SOURCE: SEWER_OR SPP" ?
NIp
DISCLAIMER r poi ti I(�i11 A s wg IR
The permitee verifies,acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling,the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or
local laws, codes or ordinances.6) Plans or additional information may be required to be submitted,and subsequently approved before
this application be processed. (( nn
Signature �l�� �'1 ltDate 1,41/ , : '
1
Method of Payment: (Faxed permit applications will o ly be accepted with major bankcard)
❑ Cash ❑ Check ❑ Mastercard ❑ VISA
❑ Other
Bankcard#: Expires: VIN#:
Authorized Signature:
REVISED 8/25/2005
•
30' x64' x14'
Trusses 30'-0" 2' tails 4/12 pitch 30lb load 6 sets (5sets + 2ea gable ends)
#2&:Better"PreS.Sirre Treated
PT Poles 6x8 14/18'
6x6 2/18'
4x6 2/10'
PT 2x10 8/10' 5/12' 2/14'
#2&betters Fir„&&Earth_. ._,.z
2x4 filler 10/16'
2x4 rat run 10/12' 20/10'
2x8 Purlins 20/14' 22/12' 80/10'
2x8 Fascia 16/10'
2x8 Trimmers 1/14' 3/12' 1/10'
2x10 Headers 1/12' 1/14'
2x6 Girts ,24/12' 76/10'
3' wide x 29ga ptd metal panels
Qty Length Total
Roof 44 18.0833 795.7 TRIMS
SW • 22 14 308.0 7 ridge
22 12 264.0 14 o/s cnrs
GE 4 15 60.0 18 5-9/16"Open Jamb
4 16 64.0 29 C-metal
2 17 34.0 7 wallite
2 18 36.0 17 Base
2 9 18.0 7 7-3/8"jamb
2 10 20.0 2500 #9x1.5" screws roof
4 19 76.0 3000 #9x1.5" screws walls
Soffit 4 13 52.0
8 11 88.0
2 18.0833 36.2
Grand Total 1851.8 Lft
5555 SqFt
Roof panels 795.7 Ift
2387.0 sqft
wall panels 1056.2,Ift Misc
3168.5 sqft 6' MBI 11/34'
post concrete 4 sack
Overhead doors Insulated nails $50
1ea 10'w x 8'h LU26 hangers 3 box
1 ea 12'w x 12'h 30 x 68 WD w/locks 2ea
I
n w : '14: °;i'l N. rot) 1i) 38 .
kT100.001 `120. 00'
. wit : 7 N 0....
MARCUS ri COURT
-- Nt H 330.00il
0 in
g1 , 11, ‘_ .,.. Alk?„
0 i 0 3
.06 4 d CN! I o ?` v ,r '
Iw2 r
' " �;, 1' - € le 11 C ! 0
c 1
�� 1 . ►t . c
i NORTHjZO "
w 1 40. J } t �" NORTH 1 40,14. _100.0C
9 UTILITY et4
..
g
:iii
j...
i
p • 1111 i
I
111 , A� /
--i ! I �y
i j
+ I.
.. , -.. *
I
114
uaa�...
, .. - IY' / . ,*msspoilll. a ac) I
J
'Pll 1 ..'el
t
1
.. LEP
.....- i
11111 1. �.._....._.�......._._ I i... ...
11■��6411Ilii ��11=�1111�� Mleb� LIN
111111MMEWAMPAMMEMEMMII MEMIlliMIMMIIIMMEMMMUNk
����� 1:�?\IE1����� 1111111111111111111.1111111111.1111 ME• a
1
- .. .
, c7,- I -
........____ ...7. �;� QZa CQ9VI ,�� /14do S ( x00)2eQ2 -
1h -� 0 NI
c) . ' ___ ____
--.............„..„
......--•""---- .
•-..._ ,..,
.....-__-__ __.-......___.. ..
_.......--, .1
% hi•,;?0-.0 )-V1 '"1 I 1.0-1
)
. .
....... ...... cn.
. 1
1 .
• (.3 . J._
...: 11 t'D i
.(, — !
?
k.•1
L
r _
1 i
I ;
.,.
. 4-1.4. •J 0
4%.:..;
.0 I P4)1Ctc t I
- •,ft.. .
i .....
/.,, „--,...•-./.,.._ r • 1 ..,..( • -„,„.. — —,4,......'
,...., .......
0 ,•., •,.......-.,
. .:—
t . .
a ,
v
(U
TYPICAL GIRT CONNECTION
V. NAILS EACH GIRT
(FLAT)
NOTES FOR FLOOR PLAN
�1 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'
(3 PURLINS @ 24' O,C„ BEARING OR
JOIST HANGERS (TYPICAL)
a SPANS 12' TO 60'
w
w
• a r rn A
DOUBLE TRUSSES
+DOLIBLE
SINGLE TRUSS
PLAN VIEW
N.T.S.
J
(4
PATTERN
FOR
-
10'
a
NOTES FOR SECTION A -A
w
Sl TYPICAL PURLIN, SEE FLOOR
N-
P
U
J _
J
Z w
Z_P
JC3
L) W
.z--
_J0
dJ
0
>
_JJ
�J
TO THE BOTTOM OF
aw
2' X 6' @ 24' O.C., 12' BAYS
aw
�w
DF -L #2 GIRTS FLAT @ 24' O. C.
>
E] U
a-
>
D J
o
1
D -_J
o
o
ROOF FASTENED TO PURLINS WITH
- 16' & 18'
X w
1 1/2' LONG WDODFAST TEKS,
X v
XL..
WALLS FASTENED TO
al In
.cu--
Rl M
(U (/1
0-
3'-0"
a.
W
1). KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
o
w
rn o
6 X 16
�o
v
3.2•'
by
CO
8'-0"
10'-0"
s"xs"
6"X6"
26"
26"
Z) a.
NO
NO
BRACE NOT REQUIRED AT GABLE END TRUSSES,
-�
-
J
26"
28
No
v
U
V) U
14'0"
Z.
Z
26"
w
z J
za.
CONNECTION = USE 3/4'0 THRU BOLTS,
JF
16'-0"
ell X8"W/2"xs"
26"
T -O"
NO
EACH LOCATION.
JU
�~
s xvw/2^x6"
d1
a-0•;
as
1
12'-0"
20'-0"
6 X 10" W/2 X 6"
26
0_
NO
U
POST/FOOTING
U41
-
U
ZD
30
8.40 PSF
LIVE LOA
--- - NO -- -
rjI
12-0"--
X •
6" X 12"._ _
X C.)
X.
_.. NO----
cu
(U
. C3
6 X 12 W/2 X 6"
28
al
NO
0.6
U N
24'4„
w m
-28 _
W
NO __
0.56
n
POST/FOOTING
al
V)
LIVE LOE
_
NO
POST
� m
DOUBLE TRUSSES
+DOLIBLE
SINGLE TRUSS
PLAN VIEW
N.T.S.
PURLIN CONNECTION METHODS:
A), PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON JOIST HANGERS
OR EQUAL.
B), PURLINS MAY BE
BUTTED AND NAILED
W/(2) 16d NAILS
INTO EACH PURLIN.
C). PURLINS MAY BE
LAPPED AND NAILED
W/(3) 16d NAILS
ON CONNECTION METHODS
'B' AND 'C', TOENAIL
BACK SIDE OF PURLIN
W/(1) 16d NAIL INT❑
EACH TOP CHORD MEMBER
S1 NOTES FOR CONNECTION DETA-L
S1 TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
PURLIN SUPPORT STRUT 2' X '4' X FULL
P�RS2kIN DEPTH OF TOP CHORD PLUS PURLIN.
NerHp� NgfCrloN NAIL PURLINS W/(3) 16d NAILS
S3 NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE.
9MANUFACTURED TRUSS, NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT.
10 SS WOOD POST, SEE POST/F[]OTING SCHEDULE.
IN
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
NCoDONBCCr�0N OR 3/4`0 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION POINTS.
9TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
0 2' X 6' OR 2' X 8' TOP GIRT
?'lli>° _Ivcr,r._ S1 4 - 16d NAILS OR 3/4.0 M, BOLT
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
(j
1"
1# �1 2 - 16d NAILS
6, 8" 0
10" POST
z
-
PATTERN
FOR
j2EAIL��
10'
HEADER UP
NOTES FOR SECTION A -A
2' X
Sl TYPICAL PURLIN, SEE FLOOR
POST
U
PLAN FOR SIZE
2' X
L) W
0 TRUSS DESIGN BY OTHERS
0
LD
S3 2' X 6' @ 24' O.C., 10' BAYS
TO THE BOTTOM OF
ca
2' X 6' @ 24' O.C., 12' BAYS
x
W
o=
DF -L #2 GIRTS FLAT @ 24' O. C.
HEIGHT OF COLUMN
E] U
Sa CONCRETE FOOTING, SEE SCHEDULE
HEIGHT W/ 2'
X 6' FACER.
SS EXTEND POST TO TOP OF PURLIN
6' %
W
W
ROOF FASTENED TO PURLINS WITH
- 16' & 18'
0
1 1/2' LONG WDODFAST TEKS,
HEIGHT W/ 2'
X 8' FACER.
WALLS FASTENED TO
DOUBLE
2' X 6' KINGPOST
GIRTS WITH 1' LONG
20
-
3'-0"
WOODFAST TEKS.
1). KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
10 -0"
--10'-0"
20'-0"
PURLIN CONNECTION METHODS:
A), PURLINS MAY BE HUNG
OFF THE TRUSS TOP CHORD
FACES W/ STANDARD
SIMPSON JOIST HANGERS
OR EQUAL.
B), PURLINS MAY BE
BUTTED AND NAILED
W/(2) 16d NAILS
INTO EACH PURLIN.
C). PURLINS MAY BE
LAPPED AND NAILED
W/(3) 16d NAILS
ON CONNECTION METHODS
'B' AND 'C', TOENAIL
BACK SIDE OF PURLIN
W/(1) 16d NAIL INT❑
EACH TOP CHORD MEMBER
S1 NOTES FOR CONNECTION DETA-L
S1 TRUSS TOP CHORDS
TRUSS DESIGN BY TRUSS MANUFACTURER
PURLIN SUPPORT STRUT 2' X '4' X FULL
P�RS2kIN DEPTH OF TOP CHORD PLUS PURLIN.
NerHp� NgfCrloN NAIL PURLINS W/(3) 16d NAILS
S3 NAIL STRUT TO TOP CHORD W/(3) 16d
NAILS EACH SIDE.
9MANUFACTURED TRUSS, NOTCH POSTS
1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT.
10 SS WOOD POST, SEE POST/F[]OTING SCHEDULE.
IN
S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES
NCoDONBCCr�0N OR 3/4`0 MACHINE BOLT
0 SOLID BLOCKING AT CONNECTION POINTS.
9TYP, PURLIN, SEE FLOOR PLAN FOR SIZE
0 2' X 6' OR 2' X 8' TOP GIRT
?'lli>° _Ivcr,r._ S1 4 - 16d NAILS OR 3/4.0 M, BOLT
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
(j
1"
1# �1 2 - 16d NAILS
6, 8" 0
10" POST
FOOT
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
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 READ
0 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' O.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
MOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
32 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
C3 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
8 16d NAILS
2' X 6' X
BOLTING BL
GABLE END
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR OPTION
yP i iy�-A Fr � Iy -- L�VAT�N
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
16d NAILS
�--CORNER POST
16d NAILS
2' X 6' X 18'
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
NOTES FOR OPTIONAL FRONT ELEVATIONS
S1
HALF
NAILING
PATTERN
FOR
j2EAIL��
10'
HEADER UP
TO 12' 0' DOORS
2' X
12'
POST
LAMINATIONS
SPACING
2' X
NOTE: 2" X 6" LAMINATE MUST BE A
TREATED MEMBER
0
2' X
AND MUST EXTEND
TO THE BOTTOM OF
THE FOOTING.
0
4' %
LAMINATE MAY BE
SPLICED ABOVE MID
HEIGHT OF COLUMN
FOOT
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
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 READ
0 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' O.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
MOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
32 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
C3 UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
8 16d NAILS
2' X 6' X
BOLTING BL
GABLE END
DOUBLE OVERHEAD DOOR OPTION
OPTIONAL FRONT ELEVATION
N.T.S.
SINGLE SLIDING DOOR OPTION
yP i iy�-A Fr � Iy -- L�VAT�N
N.T.S.
OPTIONAL FRONT ELEVATION
N.T.S.
16d NAILS
�--CORNER POST
16d NAILS
2' X 6' X 18'
BOLTING BLOCK
DETAIL 3
TYP, GABLE END
TRUSS CONNECTION
USE BOLTING BLOCKS BELOW
ALL CORNER COLUMN GIRTS
SPLIT SLIDER DOOR ❑PTI❑N
OPTIONAL FRONT ELEVATION
N.T.S.
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
SPACING
2' X
12'
BACKED WITH 2' X 6' UP TO 24' 0'
0
2' X
6'
HEADER
6" X 6"18
ell X6" - -
0
4' %
6'
DOOR POST
- 8' THRU 14'
10,-0'
WAL-L
HEIGHT W/ 2'
X 6' FACER.
X-C"
6' %
6'
DOOR POST
- 16' & 18'
6 X V VVIV X 6"
ell xell
WALL
HEIGHT W/ 2'
X 8' FACER.
5
DOUBLE
2' X 6' KINGPOST
v x10 _
►:
0
I
cn
i
NOTES FOR DETAIL 2- KNEEBRACE
ru�urwII
TRUSS WEB BRACING
NU GJULt 12 -24
3-0'
&KPSF
LIVE
POST
COLUMN
FOOTING
WILL OFTEN
NEE BRAC
Sl TRUSS TOP CHORD, DESIGN BY OTHERS
SPACING
'H"
I WXD
"B" DIA.
T"
REQUIRED
10'-0'
101-0'
V-0"
10'-0"
6" X 6"18
ell X6" - -
1a
T -O"
3'-0"
NO
No
S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS
S3 2' X 6' DF -L #2 EACH SIDE
10,-0'
12.0^
ell X 6" -
1V
X-C"
No
S4 WOOD POST, SEE POST/FOOTING SCHEDULE
10'-0'
10'-0'
14%0"
lel-0^
6 X V VVIV X 6"
ell xell
18
20
T.&
a-0"
NO
No
SS 4 - 16d GALV. NAILS, EACH SIDE
1a-0"
18'-0"
v x10 _
20
-
3'-0"
NO
1). KNEE BRACE REQUIRED WHERE
SHOWN ON POST/FOOTING SCHEDULE,
10 -0"
--10'-0"
20'-0"
6 X 16
21.;3'-0"
3.2•'
NO
12-0"
12-0"
8'-0"
10'-0"
s"xs"
6"X6"
26"
26"
-y:67i
a-0"
NO
NO
BRACE NOT REQUIRED AT GABLE END TRUSSES,
12-0"
17.6^
ell X6^wn'X6"
26"
28
No
2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST
12-0"
14'0"
6"X6"w12"Xs"
26"
v -o"
- NO
CONNECTION = USE 3/4'0 THRU BOLTS,
12-0"
16'-0"
ell X8"W/2"xs"
26"
T -O"
NO
EACH LOCATION.
12-6"
18'-0"
s xvw/2^x6"
29
-
a-0•;
No
NO
12'-0"
20'-0"
6 X 10" W/2 X 6"
26
T-2"
NO
-
NO
POST/FOOTING
U41
-
SCHEDULE 30' SPANS
30
8.40 PSF
LIVE LOA
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'a = 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 SCHEDULE & 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 GRAINED BY WWPA GRADING
RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM .4307. METAL PANELS MAY
BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0
kst. 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 IIT 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 = i PSF
0L".
-BRACEL-BRACE
TRSS WEB MEMBER TRUSS WEB MEMBER
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED
• ROOF STEEL- 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. 010 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
• EAVE AND RIDGE PURLIN SCREWS, #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED
■ ENDWALL STEEL 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
• FIELD SCREWS 010 x 1 1/2' @ 9- D.C. (NEXT TO HIGH RIB)
• BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
E BOTH SIDES OF EACH MAJOR RIB.
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS "4ry_ Irk
IG S1 S3
B
< 11--
S4
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 - 1Dd NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATIONN.T.S.
S1 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS
DIAPHRAGM SIREWS E ENDWALL BASE GIRT ACROSS
ENDWALL DIOR HEADERS 6 GABLE END TRUSS TOP CHORD,
EAVE & RIIGE PURLINS ON ROOF
DIAPHRAGM SCREWS: TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
0.20
0.20
0.20
0.20
0.24
0.24
0.27
0.41
0.41
0.41
0.41
0.41
0.41
CONCRETE
-0'
TRUSS WEB BRACING
26
3-0'
INTERIOR OR
GABLE END TRUSSES
-NEITES ES r R
I ICU` Y� " DR,-,�.�r��
--_
TRUSS DIAGRAMS
WILL OFTEN
REQUIRE WEB MEMBER
BRACING, WHICH IS SHOWN ❑N TRUSS DRAWINGS Ais
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
10 -0"
Od
'
NAILS @ 6' O.C.
X 6' OR 2' X 8'
Od NAILSO.C.
X 4'
0L".
-BRACEL-BRACE
TRSS WEB MEMBER TRUSS WEB MEMBER
THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED
• ROOF STEEL- 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS. 010 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
• EAVE AND RIDGE PURLIN SCREWS, #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED
■ ENDWALL STEEL 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT
• FIELD SCREWS 010 x 1 1/2' @ 9- D.C. (NEXT TO HIGH RIB)
• BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
E BOTH SIDES OF EACH MAJOR RIB.
SECTION B -B SECTION B -B DIAPHRAGM SCREWS
AT INTERIOR TRUSSES AT GABLE END TRUSS "4ry_ Irk
IG S1 S3
B
< 11--
S4
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 - 1Dd NAILS
TYPICAL SIDE ELEVATION
NOTES FOR SIDE ELEVATIONN.T.S.
S1 2' X 8' HEADER
S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS
2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS
DIAPHRAGM SIREWS E ENDWALL BASE GIRT ACROSS
ENDWALL DIOR HEADERS 6 GABLE END TRUSS TOP CHORD,
EAVE & RIIGE PURLINS ON ROOF
DIAPHRAGM SCREWS: TYPICAL SCREW PATTERN, EXCEPT AS
NOTED ABOVE
0.20
0.20
0.20
0.20
0.24
0.24
0.27
0.41
0.41
0.41
0.41
0.41
0.41
CONCRETE
0.47
0,47
0.47
0.47
0.47
0.47
0.47
0.47
0.50
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.66
0.68
CONCRETE
GLUME, YD
0.55
0.55
0.55
0.65
0.55
0.56
0.56
0.65
0.56
0.66
0.66
0.66
0.66
0.66
0.66
0.70
0.72
SPACING
-0'
ell X 611
26
3-0'
NO
--
0.41
10-0"
10-0"
ell X Si,
6 x6
34'
NO
0.41
10;4'
12 -0"
6 X 6 W12" X 6"
26
x w
NO__
0.41
10 -0"
14 -0"
ell X 6" W/2" X 6"
26"
T -O"
NO
0.41
10'-0"
16'-0"
---
6" X 8"
_ _
26"
O-
3'-0"
_
NO -
0.41
10'-0"
-
18'.0"
6 X 8 W!2" X 6
26
3 -0"
NO
0.41
10'-0"
20'4"
6" X 8" w2" X 6" -
- - 26"
3'-0"
_
NO
0.41
10 -0"
--10'-0"
2T-6';6"
X 10 W/2 X 6"
_. 28 -
3.2•'
NO .._.._...
0.44
10'-0"
_.
24'-0"
_
6 X12"--
-26
_
33"
NO
0.45
12-0"
8141
611 X 6"
28
T -O"
NO
0.47
12-0"
10'-0"
-
6" X 6"
- _
28"
3'-0"
_ _ _
NO
0.47
12-0"
12'-0"
G" X W. W/2" X 6"
- 26"
T -V
-_-- NO
0.47
12-0"
14'-0"
6 X 8
28
T -O"
NO
0.47
12-0- "
16'-0"
- -
6 X8' W/2" X 6"
--
28
-
3'-0"
-
NO
0.47
U41
-
161-011
6" X 10" - ---- -----
-- 28" ...
3'-0"
--- - NO -- -
0.47
12-0"--
20'-0"
6" X 12"._ _
-_ 28" -
T -O"-
_.. NO----
0.47
12-0"
22 -V
6 X 12 W/2 X 6"
28
T-2"
NO
0.6
12-0"
24'4„
6" X 12" - _.
-28 _
-3'F"
NO __
0.56
0.47
0,47
0.47
0.47
0.47
0.47
0.47
0.47
0.50
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.66
0.68
CONCRETE
GLUME, YD
0.55
0.55
0.55
0.65
0.55
0.56
0.56
0.65
0.56
0.66
0.66
0.66
0.66
0.66
0.66
0.70
0.72
SPACING
"H"
-0"
6" X 6"
28"
T.0"
NO
10'-0"
10°4"
10-0"
6 x6
- 28'iT.6"
NO
NO _
10'-0"
10'-0"
12-0"
vi Xiii W/2'XSi.
28
3-0"
NO
10'-0"
101-01,
-
14 -0"
6 X 6 W/2" X 6"
_
48
T -O"
_
NO
10-0"
10:4:--
16'-0.:
6„ X 8,'
26"
3'-0"
0.70
10 -0"
18 -0"
v X 8 1N/2" X 6
28
-3'-0"
NO
10'-0"
10'.0"
2W -O"
6 X 10"
28
3'-0"
NO
10'-0"
10'-0"
22'-0"
6 X 10" W/2' X_ 6"
28
3'-0"
NO
10'-0"
10'-0"
24'-0"
6" X 10" W/2" X 6"
1 28"
3'-2"
-- YES -
10'-0"
12-0"
8'-0"
6 X 6"
32"
T -O"
NO
10'-0"
12-0'
104-
8 X6
--
32
3.-0"
_
NO
12-0"
12-0'
12-0'
v X svpWIT; X6
32
34"
_
NO
12-0" _
124'
14-0'
6 i8
32
3 -V
NO
12-0"
12-0"
16 -0'
V X 6;'W12" X 6
_
32
3 -0"
NO
12-0"
12-0"
184'
r X10
_
32
3-0"
NO
12-0'
12-0"
20'-0"
- -
6" X 10" W/2" X 6"
-
32"
3'-0"
NO
_ 12-0"
12-0"
22'-0"
6" X 12"
32"
3'-2"
NO
12-0"
12-0"
1 24'-0"
6" X 12" W/2" X 6"
32"
1 3'3"
NO
U-6"
POST/FOOTING
SCHEDULE 40' SPANS,
30 & 40 PSF
LIVE LOE
_
NO
POST
COLUMN
FOOTING
KNEE BRA(
36"
SPACING
"H"
WXD
"B" DIA.
"T'
REQUIRES
10'-0"
8'-0"
6" X 6"
--
30"
T -O"
NO
10'-0"
10'-0"
6" X 6"
30"-
T-6"
NO
104"
12-0"
6 x v W/2"X6"
30
3-0'
_
NO
10 -V
14!-0"
6 X 6 W/2" X 6"30
T -O"
NO
10'-0"
IV -o,-
6" X 8"
30"
T -O"
YES -
10'-0"
16'-0"
6 X 8" Wl2" X 6"
30'
3'-0"
_
NO -
10'-0"
18--0"
6" X 8" wa, X 6"
30"
T.0"
NO
10'-0"
20'-0"
VX10"- _
_30"-
T -we
-__ NO -
10' -0"
22'-0"
6" X 10" W/2" X 6"
30"
T -O"
NO -
10'-0"
24'-0"
6" X 12"
30"
3'•2"
YES -
12-0"
8'4"
6" X 6"
33"
T -O"
NO
12-0"
10'-0"
6" X 6"
33"
T -O"
NO
12-0"
12'-0"
6 X 6 W/2" X 6"
33
3'-0"
NO
U -O"
IN -O
6 XS"
33'
T -O"
NO
12-0"
16'-0"
6" X 8" W/2" X V
33"
T-0"
NO -
-.
J( 10'•..
I_ 33.
3-0„
NO
12' 01
20'-0"
6 X 10" W/2" X 6"
33"
3'-0"
NO
124"
-
22'4"
G" X 12"
33"
T.2"
NO
12-0"
24'-0"
6". X 12" W/2" X 6"
33"
T-2"
- --_.. NO --
POST/FOOTING
SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LI'
0.47
0,47
0.47
0.47
0.47
0.47
0.47
0.47
0.50
0.62
0.62
0.62
0.62
0.62
0.62
0.62
0.66
0.68
CONCRETE
GLUME, YD
0.55
0.55
0.55
0.65
0.55
0.56
0.56
0.65
0.56
0.66
0.66
0.66
0.66
0.66
0.66
0.70
0.72
SPACING
"H"
I WXD
"B" DIA.
'T'
I REQUIRED
VOLUME, YD3
10'-0"
8'-0"
6" X
34"
T -O"
NO
0.70
10'-0"
10'-0"
-
6" X 61.
34"
T -O"
NO
0.70
10'-0"
12'-0"
6 X 6 Wl2" X 6"
34
3;-b;'-
_ _ _
NO
0.70
10-0"
14-0'
6 X6 W/2"X6"
-61,
34
3-0'
_.
NO
0.70
X 81,
34
T -O"
YES
0.70
10'-0"
16 -0"
6 X 8' W/2" X 6"
34
T -O"
NO
0.70
10'-0"
18'-0"6,;
X 8' VV/2"X V
34"
T-0"
NO
0.70
10'-0"
204"
6" X 10" _ --
- 34" ..
3'-0"
YES
0.70
10'-0"
22'-0"
-
6" X 10" W/2" X 6"
34"
3'-0"
NO
0.70
10'-0"
2X -O"
6" X 12" VV/2"X 6"
34"
T.0"
_ _
YES
0.70
12-0"
8'_w
6" X 6"
36"
T.0"
NO
0.79
12-0" _
10'-0"
_ ..
6" X 6" Wl2" X 6"
_
36"
3'-0"
__ _ _ _
NO
0.79
12-0"
12'-0"
6" X 6" W12" X 6"
__
36"
--
3'-0"
- --
NO
0.79
12-0"
14'-0"
6" X 8"
36"
3'-0"
NO
0.79
12-0'
16 -0'
6 X 811 W12r1 X ell
36
3%&
_
NO -
0.79
_ 12-0"
18 -0'
6 X 10
36
3 -0"
_
YES -
0.79
12-0"
20-V
9"X 10"/2 WX 6"
_
36
3 -0"
_
NO
0.79
U-6"
2T-0'
V X 12" W12 X 6"
36ii
31-21,
_
NO
0.83
12-0"
24'-0"
6" X 12" W/2" X 6"
36"
3'-2"
NO
0.83
POST/FOOTING SCHEDULE 54' TO 60' SPANS, 30 & 40 PSF LIVE LOAD
SPACING "H" I WXD "B" DIA. "T' I REQUIRED IVOLUME,
STEEL ,SHEETING SCREW PATTERNS 1�'-0" a'-0" 6"X6" 36" 3'-0" NO 0.79
N.T.S
101-0.. 101-01. 6 X ell
- 36 3 -0" NO 0.79
-0
10'" 12'-0" 6" X 6" W/2" X 6" mitw-w NO _ 0.79
10--0" 14--0" V X 8" _. 36" 3'-0" __ NO 0.79
- 9 - - -
10'-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" NO 0.79
10'-0" 18'-0" 6" X 10" 36" 3'-0" NO 0.79
10'-0" 20%0"6" X 10" W/2" X 6" 36" 3'-0" YES 0.79
10'-0" 2T-0" 6 X 10" W/2 X 6" 36 3'-0" NO _ 0.79
10'-0' 1 24'-0" 6" X 12" 36" 1 314" NIES 0.83
12-0" 81-0" 6" X 6" 40" T -O" NO 0.97
_" - --- --X611------._ - ---- - --- -- - ---
12-0" 10'-0" 6" X 6" W/2" X 6" 40" 3'-0" NO 0.97
- - - 811X6 - -- - - - - -
1 6
2-0" 12'-0" " X " 40" 3'-0" 11X6- NO ._. 0.97
- - - - - 11X6- -- - 11X6- -
12-0" 14,-0„ 6" X 8" W/2" X 6" 40" 3'-0" 11X6- NO 11X6 0.97
12-0" 16'4" 6" X 8" W/2" X 6" 40" T -O" NO 0.97
11X6- -11X6 - ---
12-0" 18'-0" 6" X 10" 40" 3'-0" YES _ 0.97
12-0 20'-0" V X 10" W/7' X 6" - 40" - - 3'.0" - - NO _ 0.97
12-0"22-0" 6 X 12" W/2 X 6" 0 - 3'-0" - 4NO _ 0.97
_. - - - -
12-0" 24'-0" 6' X 1 2" W/2 X 6" 40 3'•2"2"
NO 1.03
NOT£: y
.. 1. THENEXTLARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH
2" X 6" LAMINATIONS.
2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR 02 TREATED
POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16* WALL HEIGHT,
ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR p2 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
nfeL Warlbeke, P, E. Spokane, WA 99223
EXPIRES 12-29-2007 I
BY IDATEI DESCRIPTION ❑F CHANGE
?phone, 509-443-6186 Fax, 509-448-6582 a -mall ciwambeke@nsn.con
YOUT, STRUCTURAL DETAILS AND SPECIFICATIONS
IST FRAME BUILDINGS
BYDATE DRAWING NO:
DRAWN WAMBEKE 3-19-06
CHECKED DALCO.IBC2003-06
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
- .
111X
REVIEWED FOR CODEZCOMP)IANCE