2006, 03-21 Permit App: 06000948 Pole Bldg Project Number: 06000948 Inv: 1 Application Date: 03/21/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: 24 XETACHED POLE BUILDING Contact: EXCALIBUR STEEL STRUCTURES INC
Address: PO BOX 14991
C-S-Z: SPOKANE,WA 99214-0991
Setbacks:Front 20 Left: 5 Right: 71 Rear: 5 Phone: (509)921-1300
Group Name:
Site Information: Project Name:
Plat Key: 002693 Name: TWIN VIEW ADD AMENDED PLAT District: F
Parcel Number: 45214.1404 Block: Lot:
SiteAddress: 1305 S WILBUR RD Owner:Name: MITCHEM,SHAWN
Address: 1305 S WILBUR RD
Location::CSV SPOKANE VALLEY,WA 99206
Zoning: UR-3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: .00 Acres Width: 100 Depth: 140 Right Of Way(ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 1
Review Information:
Review
Building Plan Review Rla "ed Bim`
Landuse/Zoning/HE ConditionsRet "
Sewer Review Released ,
Operator: CJJ Printed By: CJJ Print Date: 03/21/2006
Project.Number: 06000948 Inv: 1 Application Date: 03/21/2006 Page 2 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Building Permit
Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE
Address: PO BOX 14991 Phone: (509)921-1300
SPOKANE,WA 99214-0991
This Application: Total Project:
Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation
GARAGE U-1 VB 576 $10,944.00 576 $10,944.00
Totals: 576 $10,944.00 576 $10,944.00
Item Description Units Unit Desc Fee Amount
RESIDENTIAL PERMIT FEE 1 SELECT $195.25
ACCESSORY PLANS REVIEW 1 SELECT $48.81
WSBC SURCHARGE 1 SELECT $4.50
Permit Total Fees: $248.56
Payment Summary:
Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing
Building Permit $248.56 $248.56 $0.00 $248.56
$248.56 $248.56 $0.00 $248.56
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: CJJ Printed By: CJJ Print Date: 03/21/2006
6',"
-4ILDING PERMIT APPLICATION WORKSHEET
CitITY o.�i . e Ccs
J
\t b S fine Valley Community Development Department
�� �- �...� Building Division
VMAR 21 2 11707 E. Sprague Avenue, Suite 106
all \� Spokane Valley, WA 99206
� `-J hone: 509 688-0036• Fax: 509 688-0037
5 0 \\ \\-„ 0
REQUIRED SITE INFORMATION
Street Address: S, /3o 5 // am
Assessor's Tax Parcel Number(s):
Legal Description:
PERMIT DESCRIPTION:
NBuilding Permit ❑ Change in Use ❑ Grading ❑ Manufactured Home
Relocation ❑ Tenant Improvement ❑ Fire Safety ❑ Other
N OWNER/APPLICANT INFORMATION
❑ Owner: Shawn M A'c-k.A.-vv\ ❑ Applicant: .
Phone: %.8- IZ15 Fax: Phone: Fax:
Address: 5, 13as ki,liowr-- Address:
tk. 1.b..ki �Q 99t-0(0
tY State Zip Code City State Zip Code
11 Contractor: FxectaekSr,un' / - ❑ Architect:
Phone: It/—l30o Fax: 9V-6743 Phone: Fax:
Address: P.D, 13 r,x IL(f ( Address:
h+ ,w
2)kae. W A 1 7 z r y
Ci State Zip Code City State Zip Code
• WA State Contractor License#: 46ALSS c'oC6 Contact: Pa.,, _t Yo
1
Spokane Valley Bus. Liscense#: Contact
1 PERMIT/BUILDING INFORMATION
I
HEIGHT TO PEAK: DIMENSIN:OOrr / #OF STORIES:
MAIN FLOOR T�OSQ FT„G:, 2""FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG:
y
FINISHED BASEMENT SQ.C9FTG: GARAGE SQ. FTG: 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?
MANUFACTURED HOME
•
Width: Length: Year: Pit Set:
Manufacturer:
RELOCATION
Previous Address:
Proposed Use:
FIRE SAFETY
Fire Sprinkler: # of Heads: Fire Alarm: Paint Booth:
Tent: Fireworks Display: Blasting: Date/Time:
Valuation: Above/Underground Storage Tank Size:
WASHINGTON STATE NON-RESIDENTIAL ENERGY CODE
Plans Examiner: Phone: Fax:
Address:
City State Zip
Inspector: Phone: Fax:
Address:
City State Zip
SPECIAL INSPECTIONS
❑ BOLTING ❑ CONCRETE ❑ REINFORCEMENT ❑ WELDING
Firm Name: Phone: Fax:
Inspector(s):
DISCLAIMER
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.
Ownership of resulting development rights granted by any issued permi - • the proper y o ner.
Print Name fA-U--C.... e-t/t) Signature
Method of Payment: (Faxed permit applications will only be accepted with major bankcard)
❑ Cash ❑ Check ❑ Mastercard ❑ VISA ❑ Other
Bankcard #: Expires: VIN#:
Authorized Signature:
QO,
h
1,1 -; 41' ° PROVED
4 PLANNING DEPT. AP
204r By. _ C
QM�
DATE.
00
z
LAI
•
PURLIN CONNECTION METHODS,
A). PURLINS MAY BE HUNG S1
NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CHORD S8
�1 INTERIOR FRAME WOOD POSTS, SEE FACES W/ STD.
POST SCHEDULE THIS SHEET SIMPSON J❑IST HANGERS
2 GABLE WALL POSTS - 6' X 6' TYPICAL OR EQUAL,
B). PURLINS MAY BE
DOOR POSTS - 4' X 6' TYPICAL BUTTED AND NAILED
FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' W/(2) 16d NAILS S7
MAXIMUM POST SPACING 12' 0' INTO EACH PURLIN,
�3 PURLINS @ 24' O.C„ BEARING OR C). PURLINS MAY BE $g
J❑IST HANGERS (TYPICAL) LAPPED ANDNAILED
W/(3) 16dNAILS, SZ c'"
_Li
SPANS 12' TO 60' ON CONNECTION METHODS Ng '
j�INGBCOC
Low A 'B' AND 'C', TOENAIL
w F'BACK SIDE OF PURLIN S8 yIN
J ¢ DOUBLE TRUSSES
W/(1) 16d NAIL INTO
N 0- q �- EACH TOP CHORD MEMBER. N
z a z ¢ z MfrR, N,
.,
of
C3 S 9
w a w a -1 w T'
o J J o ODJ G
I �.
I X o X � N xJ
w a w i as ;j S7E
o ?o D °
`r DOUBLE TRUSSES, S4
< -
¢ ¢
NU �U 00 S11
a a za A A
S5
tD U o �O U. m U 1
0
0 0 0
I x x 0
I x�
°Ouvoti4CU.w cu 10
M C4 ml w
SINGLE TRUSS
2
F -
PLAN VIEW
SEE N.T.S.
12
41
Z
SI
MANUFACTURED TRUSS TOP CHORDS
FOOTING I KNEE
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR_��
CONCRETE
TRUSS DESIGN BY TRUSS MANUFACTURER
"H'•
J
(SD
NOTES FOR SECTION A -A
EAVEA4 RIDGE PURLINS ON ROOF END TRUSS TOP CHORD,
NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
SI
Q
TYPICAL PURLIN, SEE FLOOR
L)
GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
3•-0"-
3'-0"
3 -0:'--
3'-0"
3'-0"
Sal -NO
PLAN FOR SIZE
LJ
pJ)RLINS3
S2
TRUSS DESIGN BY OTHERS
Z AS3
N4fC77Q,
X 5'
6' x 6'
0' M (r W1Z' X 6"
W X ff'Wf2'R 6"
6" X B" W/Z• x 6" ---2fi"
6' X Ir V4IZ' X 6"
W X 10" W17- X W
2- X 6' @ 24' O.C., 10' BAYS
LJ
MrNpI
0
2' X 6' @ 24' O.C., 12' BAYS
13DF-L
GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE
=SApNAL
#2 GIRTS FLAT @ 24' O.C,
D L)
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A
9
CONCRETE FOOTING, SEE SCHEDULE
P�GIST x$04
2 G/
METHOD D.
SS
EXTEND POST TO TOP OF PURLIN
W
WXD 'B"
0
ROOF FASTENED TO PURLINS WITH
N
YD
S7
1 1/2' LONG WOODFAST TEKS.
W X 6'
6" N 6•
6'x6'WfT1[B"--26-
6' X 6"1NJZ'X 6"
------
d"_M VWZ' X 6"
6•x 8'•W2'XO-
6' x 16' W_ _IZ_ ' _x 6_
6' X 17'
7N
0
WALLS FASTENED TO
-
-
5
2' X 6' OR 2' X 8' EAVE GIRT
2 - 16d NAILS
�_
-k.
N/Fj ,,,,,,�p�cr
GIRTS WITH V LONG
KNEE BRACE, IF REQ'D, SEE POST SCHEDULE
3'-0"
3•-0"
3'-0"
T-O"-
3•-0•'
3'-0"
3',2"
NO
NO
N4
NO
AND DETAIL 2
WOODFAST TEKS.
BUILDING SECTION A -A
N.T.S.
SINGLE OVERHEAD DOOR OPTION
FRONT ELEVATION
NOTES FOR FRONT ELEVATION N.T.S.
Sg HALF TRUSS DESIGN BY OTHERS
SUPPORT PURLINS @ END TRUSS W/2' X 6'
S6 TREATED 2' X 6' BOTTOM GIRT
S2 2' X 10' HEADER
S3 2' X 6' GIRTS @ 24' O.C„ 10' BAYS, DF -L #2
2' X 6' GIRTS @ 24' D.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
-%S3 S2
S4 �
DETAIL 1 - TRUSS COLUMN
CONNECTION, PURLIN SUPPORT
N.T.S.
NOTES FOR FOOTING DETAIL
S1 TREATED POSTS AS SIZED PER SCHEDULE
2 VIBRATE OR ROD CONCRETE TO OBTAIN
FULL BEARING
UNDISTURBED SOIL
FOOTING DETAIL
N.T.S.
TREATED POST
TYPICAL TRUSS BOTTOM CHORD BRACING
NOTES FOR TRUSS BOTTOM CHORD BRACING N,T,S,
S1 GABLE END TRUSS
0 DOUBLE INTERIOR TRUSSES
S3 GABLE END POST
S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O.C,
SS 2' X 3' BLOCK WITH 4 - 10d
NAILS TO BOTTOM CHORD BRACE
- 16d GALV, NAILS
CH GIRT
2'X6'OR2'X8'
GIRT (FLAT)
TYPICAL GIRT CONNECTION
8 - 16d NAILS
GABLE END TRUSS
2' X 6' X 18'
BOLTING BLOCK
- 16d NAI
°
°°�---C❑RNER POST
° °
° °
o°
2' X 6' X 18' °
BOLTING BL❑CK
DETAIL 3
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
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 ❑PTI❑NAL 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-'.NEEBRACE
S1 TRUSS TOP CHORDDESIGN BY OTHERS
S2 TRUSS BOTTOM CH2D, DESIGN BY OTHERS
S3 2' X 6' KNEE BRAE
S4 WOOD POST, SEE DST/FOOTING SCHEDULE
S5 3/4' DIA. BOLT
9 2' X 6' OR 2' X ' TRUSS SEAT EACH SIDE
OF POST @ EACH NEE BRACE CONNECTION
S7 NAIL KNEE BRACEFO POST WITH
4 - 16d NAILS
SS NAIL BOLTING BLCK TO POST
BRACE WITH 8 - Sd NAILS
S9 4 - 10d NAILS
NOTES,
KNEE BRACE REQUIREIWHERE
SHOWN ON POST/FOOT4G SCHEDULE,
BRACE NOT REQUIRED T GABLE END TRUSSES.
TYPICAL SIDE ELEVATION
TES FOR SDE ELEVATION
)2' X 8' WADER
) 2' X 10' FADER FOR 10' & 12'
SLIDING DIORS
2' X 8' HIADER FOR 8' & SMALLER
SLIDING DORS
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 iS
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
OLTRU0d NAILS @ 6' D.C. r --40d NAILS @ 6' O.C.
X 6' OR 2' X 8' X 4'
SS
-BRACE L -BRACE
WEB MEMBER TRUSS WEB MEMBER
SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
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 DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH
WIND SPEED, EXPOSURE B AND SESMIC 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
IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAY CLAYEY SAND AND
THE FOLLOWING MINIMUM ROOF AAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAN) -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
■ EAVE AND RIDGE PURLIN SCR=WS, #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEED,
■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALE
■ FIELD SCREWS, #10 x 1 1/2' .1 9' OC. (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJW RIB.
SANDY GRAVEL OR BETTER PER IHC TABLE 1804,2. LESSER SOIL CONDITIONS WILL REQUIRE
SI
MANUFACTURED TRUSS TOP CHORDS
FOOTING I KNEE
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR_��
CONCRETE
TRUSS DESIGN BY TRUSS MANUFACTURER
"H'•
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2 OR
(SD
PURLIN SUPPORT STRUT 2' X 6' X FULL
EAVEA4 RIDGE PURLINS ON ROOF END TRUSS TOP CHORD,
NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
10'-R'_ _
10'-0'
10•'-_ -12'-0"
10•-0•
"
0'
L
DEPTH OF TOP CHORD PLUS PURLIN.
x 6"
x 6" ---
x 6" -_18'-_
x 6• WfT X 6"
- ---_20:•-
6' x10"
6'x10'
GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
3•-0"-
3'-0"
3 -0:'--
3'-0"
3'-0"
Sal -NO
NAIL PURLINS W/(3) 16d NAILS
EL 2U
0_211-
0.20
020-
_0.24_
_024_--20'-0'
0.27
pJ)RLINS3
p
NOTEn VM S REWSI TYPICAL SCREW PATTERN, EXCEPT AS
NAIL STRUT TO TOP CHORD W/(3) 16d
_12-0"_
12-0'
12-0 _
-_ 120"_ -1S'-0"
12-0" _
12-0•
12' 0'
N4fC77Q,
X 5'
6' x 6'
0' M (r W1Z' X 6"
W X ff'Wf2'R 6"
6" X B" W/Z• x 6" ---2fi"
6' X Ir V4IZ' X 6"
W X 10" W17- X W
NAILS EACH SIDE,
STEEL SHEETING SCREW PATTERNS
MrNpI
0
MANUFACTURED TRUSS - NAIL TO EACH
NO
GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE
=SApNAL
SIDE OF POST WITH 4 - 16d NAILS
S FN
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A
POST
ON TOP NAILING BLOCK
P�GIST x$04
2 G/
METHOD D.
S5
WOOD POST, SEE POST/FOOTING SCHEDULE.
"H"
WXD 'B"
0
4 - lOd NAILS
REQUIRED VOLUME
YD
S7
SOLID BLOCKING AT CONNECTION POINTS,
W X 6'
6" N 6•
6'x6'WfT1[B"--26-
6' X 6"1NJZ'X 6"
------
d"_M VWZ' X 6"
6•x 8'•W2'XO-
6' x 16' W_ _IZ_ ' _x 6_
6' X 17'
7N
0
TYP. PURLIN, SEE FLOOR PLAN FOR SIZE
TRUSS LOADING, TOP CHORD LIVE LOAD = 30 OR 40 PSF
DEAD LOAD = 5 PSF 1"
-
5
2' X 6' OR 2' X 8' EAVE GIRT
2 - 16d NAILS
�_
-k.
N/Fj ,,,,,,�p�cr
10
KNEE BRACE, IF REQ'D, SEE POST SCHEDULE
3'-0"
3•-0"
3'-0"
T-O"-
3•-0•'
3'-0"
3',2"
NO
NO
N4
NO
AND DETAIL 2
_--
NO
--NO_
NO
11
2' X 6' X 24' OR 2' X 8' X 24' BLOCK
3'-'"
No
1®
1 - 3/4' 0 MACHINE BOLT THRU TRUSS T,
CHORD
LIVE LOAD
1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE
COLUMN
FOOTING
1 - 3/4' 0 MACHINE BOLT THRU BOLTING
BLOCK
SPACING
•'H"
3 - 3/4' 0 M, BOLT @ BOLTING BLOCK -
24' & 3
"T"
REQUIRED
4 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
36' & 4
0-0"
-10'-0"_
14'-0"
161.0•
-_10'-0•_
20'-0•
- -22'-0"
6' X 61
6' x 6•
6_11 6' W0 x 6"
6' k 6' WIZ' x 6"
6• X S'
6' x 6W12" x 61•
6' x 10'
6- x 10" 112" x 6•
6' X 10' Wf2" X 6'
5 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
50'
NO
EL 47
_047
_0.47
0.47
047
6 - 3/4' 0 M. BOLT @ BOLTING BLOCK -
60'
3'-0"NO
3'16';-
3•-0"
3'-0'•
3'-0"-
3•-0"
1 3'-211
(Q
4 - 16d NAILS
NO
-- NO
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
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 ❑PTI❑NAL 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-'.NEEBRACE
S1 TRUSS TOP CHORDDESIGN BY OTHERS
S2 TRUSS BOTTOM CH2D, DESIGN BY OTHERS
S3 2' X 6' KNEE BRAE
S4 WOOD POST, SEE DST/FOOTING SCHEDULE
S5 3/4' DIA. BOLT
9 2' X 6' OR 2' X ' TRUSS SEAT EACH SIDE
OF POST @ EACH NEE BRACE CONNECTION
S7 NAIL KNEE BRACEFO POST WITH
4 - 16d NAILS
SS NAIL BOLTING BLCK TO POST
BRACE WITH 8 - Sd NAILS
S9 4 - 10d NAILS
NOTES,
KNEE BRACE REQUIREIWHERE
SHOWN ON POST/FOOT4G SCHEDULE,
BRACE NOT REQUIRED T GABLE END TRUSSES.
TYPICAL SIDE ELEVATION
TES FOR SDE ELEVATION
)2' X 8' WADER
) 2' X 10' FADER FOR 10' & 12'
SLIDING DIORS
2' X 8' HIADER FOR 8' & SMALLER
SLIDING DORS
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 iS
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
OLTRU0d NAILS @ 6' D.C. r --40d NAILS @ 6' O.C.
X 6' OR 2' X 8' X 4'
SS
-BRACE L -BRACE
WEB MEMBER TRUSS WEB MEMBER
SECTION B -B SECTION B -B
AT INTERIOR TRUSSES AT GABLE END TRUSS
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 DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH
WIND SPEED, EXPOSURE B AND SESMIC 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
IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAY CLAYEY SAND AND
THE FOLLOWING MINIMUM ROOF AAPHRAGM REQUIREMENTS ARE NEEDED,
■ ROOF STEEL, 29 GAUGE GRAN) -RIB III, 36' WIDTH OR EQUIVALENT
■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB)
■ EAVE AND RIDGE PURLIN SCR=WS, #14 xl 1/2' AT BOTH SIDES OF
EACH MAJOR RIB
THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEED,
■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALE
■ FIELD SCREWS, #10 x 1 1/2' .1 9' OC. (NEXT TO HIGH RIB)
■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2'
@ BOTH SIDES OF EACH MAJW RIB.
SANDY GRAVEL OR BETTER PER IHC TABLE 1804,2. LESSER SOIL CONDITIONS WILL REQUIRE
DIAPHRAGM SCREWS
REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.
FOOTING I KNEE
CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR_��
CONCRETE
FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92.
"H'•
WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER OR HEM -FIR #2 OR
DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS
BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT.
EAVEA4 RIDGE PURLINS ON ROOF END TRUSS TOP CHORD,
NAILING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF
10'-R'_ _
10'-0'
10•'-_ -12'-0"
10•-0•
"
0'
L
THE IBC. ALL NAILS INT❑ PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP
x 6"
x 6" ---
x 6" -_18'-_
x 6• WfT X 6"
- ---_20:•-
6' x10"
6'x10'
GALVANIZED, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL
3•-0"-
3'-0"
3 -0:'--
3'-0"
3'-0"
Sal -NO
CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28, POSTS
EL 2U
0_211-
0.20
020-
_0.24_
_024_--20'-0'
0.27
FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL POST MATERIALS SHALL BE HEM -FIR
p
NOTEn VM S REWSI TYPICAL SCREW PATTERN, EXCEPT AS
#2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, HARDWARE SHALL BE
_12-0"_
12-0'
12-0 _
-_ 120"_ -1S'-0"
12-0" _
12-0•
12' 0'
SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307, METAL PANELS MAY
X 5'
6' x 6'
0' M (r W1Z' X 6"
W X ff'Wf2'R 6"
6" X B" W/Z• x 6" ---2fi"
6' X Ir V4IZ' X 6"
W X 10" W17- X W
BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL
STEEL SHEETING SCREW PATTERNS
QUALITY (SQ), Fy = 80,0 ksl, ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED,
N.T.S
GASKETED 1 1/2' LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO
NO
GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE
=SApNAL
INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURERS RECOMMENDATIONS,
S FN
SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A
POST
VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557,
P�GIST x$04
2 G/
METHOD D.
CONCRETE
SPACING
"H"
WXD 'B"
DIA.
TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO
REQUIRED VOLUME
YD
4 974
041"
10'-a'
14'-0"
16'•0"_B"MB'
18•-0'•
22'-0"
24•-0"
W X 6'
6" N 6•
6'x6'WfT1[B"--26-
6' X 6"1NJZ'X 6"
------
d"_M VWZ' X 6"
6•x 8'•W2'XO-
6' x 16' W_ _IZ_ ' _x 6_
6' X 17'
PRACTICE IN THE STATE OF WASHINGTON,
3'-0..
3-W'
3 -0" -__NO
3'-0"
3'-0-•
YA"-
3'-0•'
9•-2"-
3•.3•' 1
NO
TRUSS LOADING, TOP CHORD LIVE LOAD = 30 OR 40 PSF
DEAD LOAD = 5 PSF 1"
-
pg9/FCIF SOP SSIO
TOP CHORD
BOTTOM CHORD DEAD LOAD = 1 PSF
2 - 16d NAILS
�_
-k.
N/Fj ,,,,,,�p�cr
6", 8' OR
10' POST
NAILING PATTERN FOR
POST LAMINATIONS
NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER
AND MUST EXTEND TO THE BOTTOM OF THE FOOTING.
LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN
POSVFOOTING SCHEDULE 1Z - 24' SPANS 30 & 40 PSF LIVE LOAD
POST 11
COLUMN
FOOTING I KNEE
BRACE I
CONCRETE
'SPACING I
"H'•
WXD •B"DIA.
"I'
REQUIRED VOLUME
YD
10'-R'_ _
10'-0'
10•'-_ -12'-0"
10•-0•
"
0'
L
B-0'• 6"
10•-0"_ G'
6"
14'-0" 6'
i6'-0' 6'%0'
10'-0'
x 6"
x 6" ---
x 6" -_18'-_
x 6• WfT X 6"
- ---_20:•-
6' x10"
6'x10'
18•' _
10"
16'
-5•-0•-_NO
20'
21'
3•-0"-
3'-0"
3 -0:'--
3'-0"
3'-0"
Sal -NO
NO --
EL 2U
0_211-
0.20
020-
_0.24_
_024_--20'-0'
0.27
No
O _
_N
NO_
_
NO_
_12-0"_
12-0'
12-0 _
-_ 120"_ -1S'-0"
12-0" _
12-0•
12' 0'
0-0" 6
10'-0'
12'-0"
16'-0"
18•-0•
27-ir
X 5'
6' x 6'
0' M (r W1Z' X 6"
W X ff'Wf2'R 6"
6" X B" W/Z• x 6" ---2fi"
6' X Ir V4IZ' X 6"
W X 10" W17- X W
_26"
26'_
-26'
29'
26'-
26'
3'4"
3'
3'-0"
T -O"
3'-011.
3'-0•'
3'Z"
NO
__No
NO
No
_041
_0.41-
041
IL41_
_ 041 _
_ 041
044
_
NO _
NO
NO
POSTIFOOTING
SCHEDULE N SPANS,
90 & 40 PSF LIVE LOAD
POST
COLUMN
FOOTING 1KNEEBRACE
CONCRETE
SPACING
"H"
WXD 'B"
DIA.
•'T•'
REQUIRED VOLUME
YD
10'-0'
-10'-0"
-10'-P--12'-0"
t0'-0'
_10,0-
10.4-
-_10'U--20%
10'-0"
- 10•-0•
041"
10'-a'
14'-0"
16'•0"_B"MB'
18•-0'•
22'-0"
24•-0"
W X 6'
6" N 6•
6'x6'WfT1[B"--26-
6' X 6"1NJZ'X 6"
------
d"_M VWZ' X 6"
6•x 8'•W2'XO-
6' x 16' W_ _IZ_ ' _x 6_
6' X 17'
26'
.-26".
26'
26
26'-
20•
-26"-
26' 1
3'-0..
3-W'
3 -0" -__NO
3'-0"
3'-0-•
YA"-
3'-0•'
9•-2"-
3•.3•' 1
NO
0.41
_IL41_
_0.41_
_041-
_041_
0.44
045
No
NO
_NO -_0.41-
No
NO
N0
NO
12-0'
1&0_
12-0"
12-U'
_ ar
_ 12-i
12-0-
_12-'0_
_8'-0"_
_-0'A"
12'-0"
14•-0"
_16'-0"
18•-0•
-211'-0"
22'-0'_
W x W
6_x 6'
G X 6' Wf7' X 6"
6 X 8•' - -
6 x B• WIZ' x 6"
6 X 10"-- --
6' x 1r
6' x 17' WIZ' X 6'
2B"
-2[r'-
-21Y
20'
2B
n,-3'-0"
20
- 28"
3'-0"
3•-0"
3'-0"
T-O"-
3•-0•'
3'-0"
3',2"
NO
NO
N4
NO
_047
-0.47
0.47_
_-_EL47_
(Of
-_0.47_
_ 047_
_--
NO
--NO_
NO
- NO
26
3'-'"
No
_05_
0.56
POSTIFOOTING SCHEDULE 36 SPANS
& 30 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
•'H"
WXD
'B -DIA.
"T"
REQUIRED
VOLUME YD
-10•-0'- -
_10'-0"-_12'-0_
_-10"-_-
'-0
10•-0'
-10•-0"-
-10'-0"24'-0'
0-0"
-10'-0"_
14'-0"
161.0•
-_10'-0•_
20'-0•
- -22'-0"
6' X 61
6' x 6•
6_11 6' W0 x 6"
6' k 6' WIZ' x 6"
6• X S'
6' x 6W12" x 61•
6' x 10'
6- x 10" 112" x 6•
6' X 10' Wf2" X 6'
26'
20
3•-0•'
3'-D"
NO
EL 47
_047
_0.47
0.47
047
NO
20'_-0
20'
20'
20"
-26' -
-211"
20'
3'-0"NO
3'16';-
3•-0"
3'-0'•
3'-0"-
3•-0"
1 3'-211
_ NO
NO
NO
-- NO
047_
047
No
-_ 0.47_-
0.50
_
YES
_ 12-0'041"
112-W-
- -
_ 12-6'_
_ 12-0'_
_ 12-0'•_
12-0'
_10'-0•
- --
_ 92'-0'
_14•-0"
wir
10'-0"
W X 6•
6' x 6"
37
9Z'
3'-0"
3•-0•'
NO
NO
_ 0.62
-062
-
eX -
6' X 6' Wf7' x 6"
6' X it -. - - -
6' x O'112'x 6"
6-x 10' -
---
37'
_-32'_-
32"_
-
3'-0"
9'-0•• -
_3'-0"
3'-01
- --
NO
0.62
NO
N0
NO
_
_062_
a62
_062
20'-0'
22'-0"6
B' M 10' W12' -X6•'
M 1Z'
_37_
37'
37'
3'0"-
3'2"
NO
0.62
0.66
_
NO
_124'
102-
24%(r
6' x 12' WIZ' x 6'
3Z'
3.3"
1NO
0. W
POSTIFOOTING
SCHEDULE 40 SPANS
30 & 40 PSF
LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
"H"
W X D
'B•' DIA.
"T"
REQUIRED
VOLUME, YD
70M]"
-_ 10'-0"
10'-0'
10'•0' _
_ 10•-0'
_10'-0'_
_10'-0•_
_ 10'-0'
10'-0'
_0
10'-
0-0"
10'-0"
12' -Ir
_14'-0•
_16•-0"
16'-0"
18•-0•
20•-0'
22'-0"
24'-0 '
W X 6'
6' x 6•
6• X 6' Wf2• X 6"
6' X 6'WIZ'X 8"
W X S' - - - -
6'x0'WJZ'x6-•
W x 0• W12' X 6"
6' x 10'
&' x 10' W17' X &'
6' x ' -----
1Z
30'
3•-0"
3•-0•'
T -V
3'-0"
-3'-0"
3--r---NO
3•-0"
3'-0'•
3'-0"
055_
30-
30_
90'
-Mr,
-30'_
_ 30'
30
30'
_NO
NO
055_
NO
055
NO
_ 0.55_
056
- YES
_
NO
NO
NO
_055_
055
0.55
055
_
0.59
30
3'2•'
YES
12-0'
_B'-0•'
-sr-
_ 12-P
12-0'
_ 12-0
_12-0
12-0'
_72.0'
2-'
10'•0'_
12 U"
-
14 0"_
16-0'
10-0'
20•-0"
22' -0'
W X 6•
6' x 6'
6 x 6 Wf7' x 6"
-
6 x 0"
6 X 0 Wf2"X V
6 x 10'
6' X_1U" 112" x 6'
6' X 1Z'
33"
3'-0"_
9'-0" _
3-0
NO
NO
NO
_066
93
S:
-
33
_0.60_
066
--
3•-0 _
3--0'
NO
--
086
NO
_33
33"
33"
3'-0"
3•-0•'
3.2"
NO
_066_
066_
NO
066_
a70_
_70
12-0'
24'- 0'6'
X 12' W/Z' X 6'
_93'
93'
9'2"
_NO
NO
0.72
POS7/FOOTING
SCHEDULE 40 TO 52'SPAN5 30&40PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
••H'•
WXD
'13" DIA.
"T"
REQUIRED
VOLUME YD
_10141_
10'-0'
_10' 0'-
10'-U••
_ 10'-0' -
10'-0'
10'-0'
10'-0'
10•-0'
10•-0'
0-0'•
-12•-0"
14'-0'
16'-0"
161-0"
18'-0"
20'-0'
22'-0'
I 24'-0'
6' x 6'
Irl ' x 6"-
6' x W WIZ'x 6"
6' x 6' W/Z' X 0"-
6' X 8" - - - _-
0' X 91 W171 x 61•
6' X 0' W12" X 6'
6' X 10'
6' X 10' W12" X 6•
1&'X 12"W12" X 6'
_34"
31' --
34"
94'
34'x_
94•'
34"
34"
34"
34"
3'-0"
7-13"
3'-0'•
3.1-01,
3'-0"-
3•-0••
3'-0"
3'-D"
3'-0"
1 3'-0"
NO
-NO
070_
0.70_
_0_70_
_ 0.70 _
_ 070 _
070
NO
NO
YES
_
NO
NO
YES
NO
YES
070
070
0.70
I 0.70
12-0' _
12-0' _
_ 12-0'_
12-11
-12-0"--
12-0'
12-0'
_ 12-0' _
12-0'
1241"
0-0"
10'-W
12'-0'
14'-B"
--
16'-0"
18'-0•
-0
20''
22'-0•
24'-U"
6' X 6"-- _
6' X G WfT X 6"
6'X6'WIZ'XV
s• x B" -
'-
6' x 0' WfZ' X 6"
6" X 10'
6•x 10' W/2' x 6'
VX 17' Wf2' X 6'
" x 6'
6' X 1Z' 112_k&:
_36'_
36'
-W_-
- 361
------
36'
39,
_36 _
36'_
36'
3'-0"_
3•-0"
3•-0„
3'-01'
3'-0"
_3'-0'•
3'-0'•
_3'-_2'•
72"
NO
0.79__
079_
__
NO
_--- NO --
No
NO
YES
--078_
a79
---
O79
0_79
MO_
_ 0.79_
_
089_
1 R03
NO
1 NO
POST/FOOTING SCHEDULE ST TO 6U'SPANS, 30&40PSF LIVE LOAD
POST
COLUMN
FOOTING
KNEE BRACE
CONCRETE
SPACING
••H"
I WXD
'13" DIA.
"T•'
REQUIRED
VOLUME, YD
-10'-0'
_ 101.0'- _-
10' -Cr'
_10'-0'
10'-0'-
.: d0' -U
SAO' -0"
- 10•-0•
0-0'•
90'-0
12•-0"
14'-0"
16'-0"_
18'-0•
20'-0'
-0
22''
I 24• -Ir
6' x 6'
3171
.
36'
30_
-36'-
38'-
96
96'
30"
3•-41'
3'-0'-
3-0•'
_ 3'-0"
xz-
NO
-NO
-No -- -
NO _
_.-- No
NO
-YES-
NO
1 YES -
-0.79
0.70
-- [L7-9-
7910'-0'
479
079_
0.79
-0.79
079
-- IL83
Ir M 6'.
6•
6• X wr X6"__
6' X 0'
6' x S•W2•X 6"
6' x 10, ----- --
6•' X_10' WIZ' X W
6' x 10' W12" x 6'
I G• X 12" --
3•--0"
_ 3'-0" -0"
3'
3'-2•'
_ 12-0'_
12-0"
12-0'
-120'-
_ 12-0'
-12-0'_
_12-0'_
12-0'
12.0'
0-0"
10'-0"
12'-0"
-14Mr
-16--W
_7_8•-0'
_20'-0'
22•-0'
24'.ir
6' x 6'
6' X 6.112" X 6"
6' x 0"
6'x0'Wf2X-0-
6' x 0' WJZ' x 6"
6' x 10' - - -
_ 40'_
40'
_40'
40'
7.0"_
3'-0"
3'-0"
3•-0"
NO
0.97
007_
0.07
au
NO
NO
NO
40'
3'-0"
9•-0•:-
NO
097
- _04F-
0.97_
11B7
1.03
--YES_-
6' X 10' W12" X 6'
W X 17' WJ7' X 6'
6' X 1Z' WIT' X WI
_41r
_40
40'
40'
3'-0"_
3•-0"
1 3'2"
NO
NO
NO
NOTE:
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 ##2 POSTS.
3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 118"0 X
3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT,
FOOTINGS SHALL BE 24"0 X V-4" DEEP.
4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH
CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE
EXPIRES 12 29 07 A CONCRETE FLOOR, INCREASE FOOTING DIAMETER X 2" & FOOTING
DEPTH X 4
WAMBEKE ENGINEERING
2913 E. 61st Court
STRUCTURAL DESIGN FOR POST FRAME BUILDINGS
12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC
EXCALIBUR STEEL STRUCTURES, INC.
P. 0. BOX 14991
SPOKANE; WASHINGTON 99214-0991
BY DATE DRAWING NO., REV.
DRAWN CHECKED AMBEKE 01-08-06 EXCALIBUR.IBC2003.BOLT-0 A
EV BY DATE DESCRIPTION OF CHANGE PROJECT 2006 SCALE,N.T,S. SHEET, I DF I
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
Spin
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