HomeMy WebLinkAboutCOM2004-00186 Equipment Storage - COM Permit / Conditions - 11/24/2004 MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT Inspection Line(360)427-7262
Mason County Bldg. 3 426 W. Cedar P.O. Box 186 Phone: (360)427-9670,ext.352
Shelton, WA 98584
COMMERCIAL BUILDING PERMIT COM2004-00186
OWNER: WASHINGTON STATE DEPT TRANS RECEIVED: 9/30/2004
CONTRACTOR: LICENSE: EXP: ISSUED: 11/24/2004
SITE ADDRESS: 633 W DAYTON-AIRPORT RD SHELTON EXPIRES: 5/24/2005
PARCEL NUMBER: 420023260010
LEGAL DESCRIPTION: TR 1 OF N1/2 SW 631 W DAYTON-AIRPORT RD SHELTON
PROJECT DESCRIPTION: DIRECTIONS TO SITE:
EQUIPMENT STORAGE HWY 101 NORTH. LFT ON DAYTON AIRPORT RD. THRU WSPPARKING
LOT INTO WSDOT PROPERTY
General Information Construction&Occupancy Information
Type of Use: COMMERCIAL Insp.Area: 1 No.of Units: Type of Constr.: V-B
Type of Work: ACC Fire Dist.: 11 No.of Bathrooms: Occ. Group: S-1
Valuation: $ 34,917.00 No.of Stories: 1 Occ. Load: 2
Building Height: 16
Pre-Manufactured Unit Information Square Footage Information
Make: Length: Lot Size:
Model: Width: Building: 1,152
Year: Serial No.: Basement: Parking Spaces:
Setback Information
Shoreline&Planning Information
Front: Ft. Shoreline: Ft.
Rear: Ft. Slope: Ft. Water Body: Shoreline Desig.:
Side 1: Ft. SEPA?: Comp.Plan Desig.:
Side 2: Ft.
Fire Protection System Information
Auto Fire Alarm System?: N Emergency Key Box?: N Standpipe?: N
Auto Fire Sprinkler System?: Y Access Road?: Y Fire Extinguishers?: Y
Fixed Fire Suppression System?: N Fire Hydrants?: N Fire Lanes?: Y
COM2004-00186 Please refer to the following pages for conditions of this permit. 1 of 4
ft Plumbing Fixtures Mechanical Fixtures FEES
Type Qty. Type Qty. Type By Date Amount Receipt
EH Plan Review r.Fw 1nrtir9nna AA5 nn C99nnAnn
Plan Check Fee KART 1NR19nna 1Q QR C99nnann
Building State Fee hARr, 1n/R/9nna Ra Sn C99nnann
Building Permit Fee hARr. 1n/R/9nnd T.dQ9 99; C99nnAnn
UFC Plan Check Fee CAC 1 nil R/9nn P1A;Q OR C99nnAnn
Planning Review Fee KC in/91/9nn t9cA on C99nnann
Total $1,266.69
CASE NOTES FOR
COM2004-00186
CONDITIONS FOR
COM2004-00186
1) All approved plans are required to be on-site for inspection purposes. If inspection is called for and plans are not on site, Approval WILL NOT be
granted. In addition, a reinspection fee, based on the current fee schedule, minimum one-hour will b harged and collected by the Mason County
Building Department prior to any further inspections being performed or approvals granted. X
2) PURSUANT TO INTERNATIONAL CODE, ALL SITES MUST HAVE APPROVED NUMBERS OR A DRESSES PROVIDED IN SUCH A
POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. MASON COUNTY
BUILDING DEPARTMENT REQUIRES THAT THIS BE COMPLETED PRIOR TO CALLING FOR ANY SITE INSPECTIONS. A REINSPECTION
FEE, BASED ON RATES AS ADOPTED BY THE JURISDICTION AND THE INTERNATIONAL CODE WILL BE ASSESSED IF
OWNE !TRACTOR FAILS TO POST ADDRESS ON SITE PRIOR TO REQUESTING INSPECTIONS.
X
3) Any change in construction shall be reviewed by engineer of record and submitted in writing to the Mason County Building Department prior to
construction. All engineering documents are a part of the approved set of plans and must remain attached thereto. If engineering documents are
removed, approval will not be granted. In addition, a reinspection fee, based on the current fee schedule, minimum one-hour will be charged and
collecte n
t Mason County Building Department prior to any further inspections being performed or approvals granted.
X
4) Changes to Jpproved building plans that affect compliance to the current Washington State Energy Code (WSEC), ventilation and Indoor Air
Quality Code AQ), Building/Plumbing/Mechanical Codes and/or Mason County Regulations shall be approved prior to construction.
X
5) All prope4 lines shall be clearly identified at the time of foundation inspection. X �
6) All building permits shall have a final inspection performed and approved by the Mason County Building Department prior to permit expiration. The
failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being
non-co pli ith Mason County ordinances and building regulations.
X
COM2004-00186 2 of 4
tj Provide�;2A 1 BC fire extinguisher mounted no more than 48"from the finished floor to the top in an approved location.
X—ty���,
8) Prior to finat approval, all upland areas disturbed or newly creatoAy construction activities shall be seeded, vegetated or given an equivalent type
of erosion protection (silt fencing or straw matting). X
9) Temporary erosion control measures must be implemented to prevent water quality de grad, � n of adjacent waters or wetlands. Silt fencing must
be installed and maintained until upland vegetation has become established. X -Q,
10) Approv d perld mensions and setbacks on submitted site plan. Setbacks are measured fr m the furthest projection of the structure.
X
This permit beoomes null and void if work or construction authorized is not commenced within 180 days,or if construction or work is suspended for a period of 180 days at any time after work is
commenced. Evidence of continuation of work is a progress inspection within the 180 day period. Final inspection must be approved before building can be occupied. Proof of continuation of
work is by means of a progress inspection.The owner or the agent on the owners behalf,represents that the information provided is accurate and grants employees of Mason County access to
the above described property and str re for review and inspection. �/
OWN ER OR AGENT: DATE: I 2 3 ^d
COM2004-00186 3 of 4
i
I
i
58773'34 f 21.4'
PLAN NORTH
LrI
i' '� !' 220.31' u
i N
r 30
uf1 EMERGENCY GENERATOR I
�. PAD 2'-0" LONGER s - . ! LEGEND
01 ��: ALL-AROUND TOR B..
o �N o
w` ,. /
A C PAVING
RESERVE }!
y� `t 'l o I DRAIN FIELD i
1'.J+ O. 6' \ I GRAVEL
• Sri Lyy. 1 I177
9 I 1 PITS I CONCRETE
1 50'R O o- U L--J CONCRETE WHEEL STOP
_E
SEPTIBOLLARD
t 9 DRA NCFiELD GUARD RAIL
. 6
10' MIN.Lo:
i
W w
/ \BC o ('
S�v
l� APPROVED
7� �_` FUEL ISLAND
f J h GONG:SLAB
J) II�A1 COUNTY DCD PLANNING
f'... _
GRAVEL $ E�PLAN REQUIRED TO BE ON SITE
ACCESS
I ROAD _ j C14ANQES SUBJECT TO APPROVAL
50'R I B�' DJt3
272'
INFILTRATION
POND ( I W
< ABBREVIATIONS
\ I I 85.97
I _ J i a R NC. LINEALCONCRETE
RADIUS
J 211`x 48' x 16' Proposed Pole Building + MIN. MINIMUM
r
TRANS. TRANSITION
g I
125' S13773 34 E — I
30' MIN. I
E
i
[�OTE: REDUCED PLANS,
NOT SCALE DRAWINGS.
RO. STUE
-.__.__.___. '._ -_.... — -- _- .___ F.. BECION" WASH SHELTON
-- - - ---- -- ,,DcT,� Washington State
De artment of Transportation SECTION FACILITY
w PRDkLT eRi.TnEc,T
ro JOB c�arwt ----- ................_.__.....- . .. Ps►fET
Dl BMtM BY:
A Won BT; PROECT MD.. OF
a Site Plan
A' As BUTT Bf.
DATE REMSON rf DATE COMw IIR .._-------- -------- -......_..._.---- --- ------- -----......----------..
d j .'—�i."•m�uo:.was ele�S__ __
i
i
2x6 EAVE GIRT W/
4-2Od EA END (TYP)
ABLE END RAFTERS
2x6 SOLID BLOCKING G
2) 2x8 DFIR #1
FROM PURLIN CUTOFFS (
PURLINS ® 24" O.C. NAIL EACH PURLIN TO
0
2x6 MSR 1650 BLOCK W/ 2-20d
TOENAIL PURLIN TO EA TOP
N CHORD W/ 1—20d (TYP)
NAIL BLOCK TO EA TRUSS
W/ 2-20d (4 PER BLOCK)
J
J 12'-0" A
12'-0" PURLINS 13'-2" PURLINS ; PURLINS 13-2" PURLINS
W
INTERIOR COLUMN 0 RIDGE LINE ENDWALL COLUMNS
N
6x6 HEIR #2 j 6x6 HFIR #1
(1 REQD) O (1 READ EA WALL)
PREFAB ENGRD INTERIOR RAFTERS PREFAB ENGRD RAFTER TO PURLIN
O TRUSSES (4 TOTAL) 2x12 DFIR #1 TRUSSES W/ 3-20d (TYP)
i
N
0
CORNER COLUMNS
00
0 SIDEWALL COLUMNS 6x6 HFIR #2
6x6 HFIR #1 (4 REQD)
(6 REQD)
12x9 SL DR OPEN OPEN
1 2'-0" 1 2'-0" 1 2'-0" 1 2'-0"
48,-0"
NOTES:
S
SEE TRUSS DRAWINGS FOR DOUBLE TRUSS
BLOCKING REQUIREMENTS AND WEB BLOCKING
LOCATIONS, IF APPLICABLE.
#10x1 1/2" SCREWS #10x1 1/2" SCREWS
(09" O/C (TYP) ® 9" O/C (TYP)
PURLIN PURLIN
END COLUMN END COLUMN
BOTTOM 2x3 TO COLUMN TOP 2x3 TO BLOCK
W/ 4-10d (TYP) W/ 2-20d (TYP)
10d (012" OC 10d (012" OC
—=
� 1p E - -
2x6 BLOCK TO
COLUMN W/
2x3 ''T" BRACE 4-20d (TYP)
(1 ROW) IN LINE
W/ END COLUMN
�^� END WALL SECTION END WALL SECTION
h (OPTIONAL)
V
12
METAL SALES PRO—PANEL II OR EQUAL RIDGE CAP FASTEN —� 4
.01 65"t GRADE E STEEL SIDING Se W/ STITCH SCREWS 6 —20d EA
ROOFING, FASTEN W/ 1 1/2"CAD. AT ALTERNATE RIBS SIDE (TYP)
PLATED SCREWS ® 9" O/C W/ FOAM CLOSURES
6 —20d EA
2x3 ''T" SIDE (TYP)
BRACE
2x6 BLOCK W/2-20d 2x6 BLOCK ID
$—20d EA SIDE
W THRU EA TRUSS FACE
D
Q 5/8" BOLT & 4-20d (EA SIDE)
Ir THRU TRUSS. DO NOT DAMAGE
(, TRUSS PLATE
W 2x 6 x 24 BRG BLK
2-20d BLOCK
Om W/ 1 4 —20d TO POLE (TYP)
Q O TOP & BOTTOM
1 1/4" MIN
0 EGDE DISTANCE 2x6 MSR 1 650
GIRTS ® 24" O/C
Ld Iv
� �2 1/2 OC W/ 2x BLOCK EA END
O / 2-20d GIRT TO
OJ 2x BLOCK
S
4" CONCRETE SLAB W/ 2x10 PT SKIRT BOARD
tD #4 "L" BAR IN FOOTING W/ 6-20d EA END (TYP)
GRADE
24"DIA CONCRETE
(O BACKFILL ALL (() (O
COLUMNS (TYP)
M M M
SHT 1 of 2
WASHINGTON DEPT of TRANSPORTATION �1,r
M & W BUILDING SUPPLY SHELTON MAITENANCE FACILITY
CUSTOM POLE BUILDINGS W 633 DAYTON AIRPORT HWY &
ewDQ/8�P`Y 1O
SHELTON, WASHINGTON �e Z
24' WIDE x 48 ' LONG x 10' EAVE MASON 22175 S. HWY. 99E
counTr: CANBY, OREGON 97013
ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO (503) 263-6953
DEAD LOAD; 3 PSF THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE. ANY ALTER- 503 266-7102 (FAX)
ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY 3i/,13
WIND LOAD: BS MPH EXP; $ PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF SCALE: NONE
DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES
SEISMIC ZONE; D-1 DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY, THEY ARE NOT TO
FOUNDATION PRESSURE: 1500 PSF BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY GLC/RG 6/6/01 �`Srp A SG�O
AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR _
LAT. SOIL BEARING: 150 PSF AGENCIES. SLAB & HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN REV1/GLC 8/17/04 _
MIX, THICKNESS, CJ' s, & REINFORCEMENT BY OTHERS. THIS
BUILDING DESIGN: 2003 IBC STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH EX!;WS'
CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT KIT MW01309
Job Name: Truss ID: MWO1309R Qt : 2
BRG X-LOC REACT SIZE REQ'D TC 2x6 SPF C165OF1.5E **EPM]-PLATE MONITOR USED-See Joint Report" This design based on chord bracing applied
1 0- 2-12 4219 5.50" 2.10" BC 2x6 DFL 2400E-2.OE Plating spec ANSI/TPI - 1995 per the following schedule:
2 23- 9- 4 4219 5.50" 2.10" WEB 2x4 SPF C16SOF1.SE THIS DESIGN IS THE COMPOSITE RESULT OF max O.C. from to
BRIG REQUIREMENTS shown are based ONLY 2x3 SPF !1/#2-CAN 7-3 MULTIPLE LOAD CASES. TC 24.00" 0- 0- 0 24- 0- 0
on the truss material at each bearing Lumber shear allowables are per NOS. PLATE*VALUES PER ICBO RESEARCH REPORT X1607. BC 144.00" 0- 0- 0 24- 0- 0
MAX DEFLECTION (span) • "STRONGBACK" is recommended. Web bracing is NOT Loaded for 10 PSF non-concurrent BCLL UPLIFT REACTION(S) •
L/999 IN MEM 7-8 (LIVE) required at locations shown. Adequate brace due to access from below, per UBC. Support 1 -1700 lb
LL pp�ZZ33 p� 0 T- -0.Z7" design per Building Designer. 2-PLY1 Nail w/lOd BOX, staggered (Per NDS) Support 2 -1700 lb
QtITICAL MEMBER FORCES: -DESIGNED FORA WIND SPEED OF 85 MPH WITH in: TC- 3 BC- 2 WEBS- 2 **PER FOOT!**
TC COMP. DUR. / TENS. DUR. CSI EXPOSURE "B", 25' MEAN ROOF HEIGHT OR LESS,
1-2 -9659 1.15 / 3975 1.66 0.53 AND AN OPEN BUILDING PERIMETER. THE TRUSS PLYS MAY BE SPACED APART.
2-3 -6808 1.15 / 2706 1.60 0.47 USE SOLID BLOCKING BETWEEN.
3-4 -6808 1.15 / 2706 1.60 0.47
4-5 -9659 1.15 / 3975 1.60 O.S3 TOP CHORD BLOCKS AT 24" O.C.
BC COMP.((DUR ))/ TENS €€DUR CSI BOTTOM CHORD BLOCKS AT 72" O.C.
8-9 -3663(1.60)% 993S(1.1S 0.63 ATTACH THIS.63 WEB CBLOCKING AS IWWM 3-10dFIED BY XNAILS
THROUGH EACH TRUSS PLY/MEMBER.
WB COMP.(DUR / TENS DU R CSI USE A 12" MIN. BLOCK LENGTH.
2-7 -2968(1.153/ 1316 1.60 0.21 TOP CHORD PURLINS AT 24'' O.C.
3-7 780(1.603/ 2255 1.15 0.39
4-7 -2968((((1.1S / 1316 1.60 0.21 BOTTOM CHORD PURLINS AT 144" O.C.
WEB PURLINS ARE REQUIRED ( * ).
PURLIN DESIGN AND ATTACHMENT ARE
PER BUILDING DESIGNER.
2-PLYS
REQUIRED l 12-0-0 12-0-0 I J.
1 2 3 4 5
5-8
I pZ
3-6 3-6
y
4- -1
4-8 G1 STER
4-8 T JAL
01-1 0AL1
5-6 S=5-6 M bS: fl?0164""
tl�D PROF
`"GI NEE
5 D FSs�
I 24-0-0 I C1 74663 r
6 7 8 9
a r
AEGON y
. cyq IDj��"ti
EXPIRATION DATEi 06/30J06
Truswal Systems Plates are 20 ga.unless shown by"1ft"(18 ga),"H"(16 ga.),or"MX"(TWMX 20 ga.),positioned per Joint Details Report. 8/18/2 004
Circled plates and false frame plates are positioned as shown above.Shift gable stud plates to avoid overlap with structural plates(or staple).
WA Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:
This design is for an Individual buildup component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_C_mw01309 r_L00005_100001
and done In accordance with the current versions of TPI and AFPA design standards No responsidlity is assumed for dimensional accuracy.Dimensions
are to be verified by the component manufacturer and/or building desgner prior to fabncation.The building designer must ascertain that the bads Dsgnr: GLC #PLC 3 WIT: 144#
W um-d on this design meet or exceed the loading imposed by the local building code and the particular application The design assumes that the top chord TC Live 25.00 psf DurFacs L-1.15 Pa1.15
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached,unless othensrse Rep Mbr Brill 1.00
rated. erecirp Shown is for lateral Support of componenle members only to reduce buckling Iengih.Thle Component Shall not be placed m any TC Dead 3.30 psf
® TRUSSenvironment that will rouse the moisture content of the wood to exceed 19%and/or cause connector plate corrosion Fabncate,handle,install BC Live 0.00 psf Rep Mbr Comp 1.00
and brace this truss in accordance with the following standards'Joint and Cutting Detail Repons'available as output from Truswal software. Rep Mbr Tens 1.DD
TRUSWAL SYSTEMS 'ANSI/TPI 1',WTCA 1'-Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 1.00 psf 0.C.Spaci ng 12- 0- 0
»p.rro.��p� „spans,. c "Jv (BCSI 1-03)aM'BCSI SUMMARY SHEETS'by WTCA and TPI.The Truss Plate Institute(TPI)is located at 583 D'Ortofrlo Dnve,Madison, Design Spec UBC-97
TRUSPLUS"6.0 VER: T6.4.1 Wisconsin 53719 The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste 800.Washington,DC 20036 TOTAL 29.30 psf DEFL RATIO: L 240 TC: L 24
1. BUILDING PAD SHALL BE CONSTRUCTED ON LEVEL SOIL. 6 x COLUMN
2. COLUMN FOOTING CONCRETE BACKFILL SHALL BE CASTE AGAINST
UNDISTURBED SOIL THE SIZE AND SHAPE SHOWN ON DRAWINGS. (U.O.N.)
3. ALL WORK SHALL BE IN ACCORDANCE WITH LOCAL CODES AND ORDINANCES. 1 -1/2" M I N
AND THE LATEST EDITION OF THE UNIFORM BUILDING CODES
4. BOLT HEADS & NUTS BEARING ON WOOD SHALL HAVE STD. PLATE
WASHERS. BOLTS SHALL BE ASTM A307. BOLT HOLE DIA. SHALL BE 1/16-
LARGER THAN BOLT DIA.
5. STRUCTURAL STEEL SHAPES AND PLATES SHALL BE ASTM A36 UNLESS
OTHERWISE NOTED.
6. REBAR SHALL BE GRADE 40 UNLESS OTHERWISE NOTED. (U.O.N.) 4" CONC
7. CONCRETE FOR FOOTINGS & SLABS t'c=2500 PSI FLOOR
B. BEARING BLOCKS SHALL BE PRE-DRILLED PRIOR TO SETTING 20d NAILS 2'-0"
9. 20d NAILS SHALL BE GALV. BOX TYPE
10. BOLT HOLES SHALL BE DRILLED STRAIGHT AND PERPENDICULAR TO #4x4' "L" REBAR
THE COLUMN FACE TO ASSURE FULL BOLT BEARING 24" EMBEDMENT
11. SEE TRUSS DRAWINGS FOR DOUBLE TRUSS BLOCKING REQUIREMENTS 12. ALL Sx TIMBERS SHALL BE ROUGH SAWN AND TREATED TO 0.60 RET INTO FOOTING #10 X 1 1/2" SCREWS ® 9" O.C.
W/ CCA TYPE C.
FASTEN AT EACH GIRT OR PURLIN
13. NO OTHER MATERIALS SHALL BE USED W/O M&W BUILDING APPROVAL
NOTES HAIR PIN (TYP) TYP. PANEL
(�
1 )ALL EXCEPT CORNER COLUMNS W/0 EXTENDED LEG N.T.S.
ENDWALL
COLUMN BUTT TOP 2x3 1 3-20d TOTAL
TIGHT TO COLUMN
GABLE END NAIL EA PURLIN
RAFTERS 2x3 TO BLOCK W/ PURLIN
GIRT 2-20d (4 REQD) �NAIL
O PURLIN W/
„T„ 2-20d (TYP)
BRACE
10d
1 2" O.C.
2x PURLIN BLOCK
NAIL TO NAILED THRU TOP TOENAIL PURLINS
SIDE OF CHORD/RAFTER TO EA TRUSS W/
ENDWALL TOP 2x3 RESTS W/ 4-20d
COLUMN ON & IS NAILED (2 EA SIDE TYP) 1-20d (TYP 3 TOTAL)
W/ 4-20d TO EA BOTTOM DOUBLE TRUSS
(TYP) CHOTi VV/ (OR RAFTERS)
"T" BRACING DETAIL PURLIN BLOCK NAILING
4 (TRUSSED BUILDINGS ONLY)
V
METAL SALES PRO-PANEL II OR EQUAL RIDGE CAP FASTEN
.0155"t GRADE E STEEL SIDING & W/ STITCH SCREWS
ROOFING, FASTEN W/ 1 1/2"CAD. AT ALTERNATE RIBS
PLATED SCREWS ® 9" O/C W/ FOAM CLOSURES
6-20d EA END
W EA RAFTER (TYP)
CI
Q It 2x 6.24 BLOCK
O W/ 1 6 -20d
W 2. 6 x 1 6 BLOCK
0 • W/ 8 -20d
Q 0
,�--7 1 1/4" MIN
ID 0 I I / EGDE DISTANCE
J r
W
W �2 1/2" OC
I-
0
J
O
S
4" CONCRETE SLAB W/
Ip #4 "L" BAR IN FOOTING
24"DIA CONCRETE
BACKFILL ALL
COLUMNS (TYP)
AalAi&aQuT 2 of 2
AIR
WASHINGTON DEPT of TRANSPORTATION
M & W BUILDING SUPPLY SHELTON MAITENANCE FACILITY 0 .A Ski
V4
CUSTOM POLE BUILDINGS W 633 DAYTON AIRPORT HWY tines
SHELTON WASHINGTON
24, W I DE x 48 ' LONG x 10' SAVE COUNTY: MASON 22175 S. HWY. 99E
CANBY, OREGON 97013 z
ROOF LOAD: LIVE 25 PSF ENGINEERS DESIGN RESPONSIBILITIES ARE LIMITED EXCLUSIVELY TO 503 263-6953
THOSE DOCUMENTS BEARING HIS SEAL AND SIGNATURE, ANY ALTER-
DEAD LOAD 3 PSF 503; 266-7102 (FAX) (/ /
ATIONS TO THESE DOCUMENTS OR THE PHYSICAL STRUCTURE BY ANY
WIND LOAD 85 MPH EXPi B PERSONS OR AGENCY SHALL VOID SAID DOCUMENTS AND RELIEVE ENGR OF i
DESIGN RESPONSIBILITY, AND MAY CREATE LIABILITY ISSUE FOR THEMSELVES SCALE, NONE f_ i �Ar
SEISMIC ZONE: D-1 DRAWINGS ARE FOR STRUCTURAL COMPLIANCE ONLY, THEY ARE NOT TO
BE CONSTRUED AS HAVING BEEN PREPARED FOR BUILDING USE, OCCUPANCY GLC/RG 6/6/01
FOUNDATI❑N PRESSURE 1500 PSF AND/OR FIRE & LIFE-SAFETY REQUIREMENTS OF LOCAL CODES OR '�""` G�
LAT. S❑IL BEARING tS
150 PSF AGENCIES. SLAB & HAIRPINS SHOWN FOR CONSTRAINMENT ONLY. DESIGN REV1/GLC e/17/o4 'OVAL
BUILDING DESIGN 2003 IBC MIX, THICKNESS, CJ' s, & REINFORCEMENT BY OTHERS. THIS °j.+ar
STRUCTURE HAS NOT BEEN DESIGNED FOR USE WITH INTERIOR FINISH IT MW01309 K CLOSED BUILDING MATERIALS SUBJECT TO DAMAGE OR FAILURE DUE TO LATERAL MOVEMENT [./,F',N;:S;
MASON COUNTY PERMIT NO. l — t)Z j
BUILDING PERMIT APPLICATION
426 W. Cedar - P.O. Box 186, Shelton, WA 98584
Shelton (360) 427-9670 - Belfair (360) 275-4467 - Elma (360) 482-5269
On the web www.co.mason.wa.us
APPLICANT INFORMATION CONTRACTOR INFORMATION
Owner -N Company Name
Mailing Address Mailing Address
City State wA Zip Code City State Zip Code
Phone 78 b 1 Other Ph. Phone Other Ph.
Lien/Title Holder Contractor Reg. # Exp.
E mail address c-'0K4R ws s R . Coo E Mail Address
Drivers Lic.# d 4 DOB o Drivers Lic.# DOB
SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic
Connect to Water System Name of Water System
Well Water System Name of Water System
PARCEL INFORMATION - 12 Digit Parcel No Fire District
Legal Description 11 s,_ 5,- - T '. 4LN R y tAJ W.N.
Site Address (Please include street name, street number and city) P-'rr
Directions to site orJ W I d CeF , jZ7S WA STN32- TS-6L_ MrZ
Will timber be cut and sold in parcel preparation?Yes/(I o
Is property within 200'of Saltwater Lake River/Creek Pond
Wetland Seasonal Runoff Stream Slopes or Bluffs > 15%
Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?YesJNo,
TYPE OF JOB - Newer_Add Alt Repair Other PRIMARY RESIDENCE ❑ SEASONAL ❑
Use of Building �'� Describe Work
No.of Bedrooms No. of Bathrooms Square Footage - 1 st Floor 2nd Floor
3rd Floor Basement Deck Covered Deck Other Sq.ft.
Garage Attached Detached Carport Attached Detached
MANUFACTURED HOME INFORMATION - Make Model Year
Length Width Serial No. No. of Bedrooms No.of Bathrooms
Type of Heat Purchase Price $ Replacement Unit? Yes/ No
Installer Name Certification No.
OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of
such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I further declare that I am entitled to receive this
permit and to do the work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is
required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained
permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information
provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection.
PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION.
X t_r.- Date:
Owner/Owners Re resenfa_riv6;/Contractor indicate which one
FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date
DEPARTMENTAL REVIEW PPIM115A q,RENIED NOTES
Building Department d
Planning Department R EC LIVE D
Environmental Health Department
Public Works Department
Fire Marshal p
FEES 426 W. CEDAR ST.,
Building Permit Fee Site Inspection
Plan Review Fee EH Review Fee
Plumbinq & Base Fee Planning Review Fee
Mechanical & Base fee Other
Wood /Gas/Pellet Stove Fee State Fee
Violation Fee Pre-Paid at Submittal
Valuation $ TOTAL FEES
gg BUILDING SUPPLY
C?C.
22175 S. Highway 99E, Canby, Oregon 97013
Phone: (503) 263-6953 Fax: (503)266-7102
POST FRAME BUILDING
STRUCTURAL CALCULATION
(This structure has been analyzed and designed for structural adequacy only.
The analysis is in compliance with the 1997 Uniform Building Code.)
PROJECT No.
MWO1309 Rev 1
OWNER:
Shelton Maintenance Facility
West 633 Dayton Airport Hwy
Shelton, WA 98584
ENGINEER:
Z,. FEsk
'P 37213
FClb`TER� �k
FssIONAL ti;��
EXPIRES:
8/16/2004 MW01309 R1 (24x48x10).mcd 1
POST FRAME BUILDING SUMMARY:
This is a post-frame building with wooden trusses or rafters and preservately treated posts that
are pressure treated for ground contact. Post size, post embedment depth, post hole diameter
and backfill is given in the body of the calculation. The building will depend on the diaphragm
action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped
cantilevers that are fixed at the base and propped by the deep beam action of the roof.The
roof structure spans horizontally between the wall diaphragms where it is simply supported.
The post frames will be assumed to act as a unit. Wind loads (wind controls over seismic) will
be imposed on the windward and leeward sides of the building simultaneously. The post-
frame model for the building comes from References 3 and 4. The actual post length for
bending will be assumed to be measured from top of the post hole backfill to the top of the
corbel block. If there is no concrete floor,the concrete backfill will provide lateral constraint in
the windward and leeward direction. If a concrete floor is used, lateral restraint for the post
will be provided at the ground line by the concrete floor.
REFERENCES:
1. 2003 Edition of the International Building Code
2. ASCE 7-02 - Minimum Design Loads for Buildings and Other Structures
American Society of Civil Engineers, 2003
3. 2001 Edition, National Design Specification (NDS) Supplement For Wood
Construction, American Wood Counsel
8/16/2004 MW01309 R1 (24x48x10).mcd 2
SUMMARY OF DESIGN VALUES:
Building Dimensions
Wbldg:= 24 ft Width of Building)
Lbldg:= 48 ft (Length of Building)
Hbldg:= 10 ft (Eave Height of Building)
Rpitch:= 4 /12 (Roof pitch)
Bay:= 12 ft (Greatest spacing between eavewall posts)
Wgableopenings:= 4 ft (Total width of openings in one main gable wall)
Weaveopenings:= 36 ft (Total width of openings in one eave wall)
Truss heel:= 12 in (Depth of truss/rafter heel)
Post Properties:
Pvndth:= 6 in (Post width y-a)is) POST SIZE
Pdepth:= 6 in (Post depth x-a)is)
Grade :_ "2" (Grade of Post(2, 1,or SS=Select Structural))
Fbl = 575 psi (Allowable bending stress for the posts)
Fcl = 575 psi (Allowable compression stress for the posts)
E = 1100000 Allowable modulus of elastic' for posts)
wood P� ( �Y P )
Lpost bndg= 108 in (Bending length of post)
Purlin Properties:
Girt Properties:
Purlin_spacing:= 24 in Gi — 24 in
rt_spacing•—
Spurlin:= Sx26 Sgirt:= Sy26
Fpurlin:= FbMSR1650 Fgirt:= FbMSR1650
8/16/2004 MW01309 R1 (24x48x10).mcd 3
SUMMARY OF DESIGN VALUES (Continued):
Footing and Post Hole Design Values:
asoil 1500 psf (Assumed soil vertical bearing capacity)
dia_footing 2 ft (Diameter of footing)
Ssoil 150 psf (Assumed soil lateral bearing capacity)
Design-Loads for Building:
Wind Design Values: Roof Load Design Values:
Fastest wind speed (3 second gust) pg:= 25 Ibs (Ground snow load)
Vwind:= 85 MPH pd:= 3 Ibs (Roof dead load)
Wind Exposure:
E •— "B"
xposure•—
Seismic Design Values:
Ss:= 122.2 Mapped spectral acceleration for short period
Sl := 46.6 Mapped spectral acceleration for 1 second period
I1;:= 1.0 Importance factor
W= Dead load of building (See analysis below)
Rs:= 7 Response modification factor
(GO TO LAST PAGE FOR SUMMARY OF RESULTS)
8/16/2004 MW01309 R1 (24x48x10).mcd 4
SNOW LOAD ANALYSIS:
Design per IBC 2003
For roof slopes greater than 5 degrees, and less than 70 degrees.
pg= 25 psf Ground Snow Load (from above)
Ce:= 1.0 Exposure factor
Ct := 1.0 Thermal Factor
Cs:= 1 ' Roof slope factor
Is:= 1.0 Importance factor
pf= Flat roof snow load, psf(see analysis below)
IDS= Sloped roof snow load, psf(see analysis below)
1. Determine pf
Pf .7'Ce'Ct'1s'Pg Equation 1
Pf= 17.5 )sf
Ps Pf'Cs Equation 2
ps= 17.5 psf This is the balanced snow load on the roof.
2. Determine the unbalanced snow load
Equation 3
Ps
(Te)
Equation 4
Psu2 := 1.2 1 + a Ps
2) e
Psu= 26 psf This is the unbalanced snow load on the leeward side of the roof.
8/16/2004 MW01309 R1 (24x48x10).mcd 5
WIND ANALYSIS:
Design per IBC 2003
Method 2-Analytical Procedure
Iw.:= 1.0 Importance factor
Vwind= 85 Basic Wind Speed
kd:= .85 Wind Directionality Factor
k, = 1.0 , Topographic Factor
kZ= 0.701 Wind Exposure Factor
qh:= .00256.kz.kzt.kd-Vwi d 2.Iw, Velocity Pressure
qh= 11.01 psf
Calculated Wind Pressures:
Windward Eave Wall: Leeward Eave Wall:
gww qh'GCpfww qlw qh'GCpflw
gwryv= 5.69 psf qlw= —4.58 psf
Windward Gable Wall: Leeward Gable Wall:
qwwg:= gh•GCpfwwg qlwg:= gh'GCpflwg
gwwg = 4.41 psf glwg= —3.19 psf
Windward Roof: Leeward Roof:
qwr gh•GCpfwr GC
glr:= qh' pflr
qw,r= —7.60 psf
qIr _ —5.16 psf
Wall Elements: Roof Elements:
qwe:= gh'GCpfw qr:= gh•GCpfr
qwe= —10.68 psf qr= —14.87 psf
Internal Wind Pressure
qi:= gh'GCpi
qi = 1.98 psf
8/16/2004 MW01309 R1 (24x48x10).mcd 6
BUILDING MODEL:
STEP 1: CALCULATE THE SHEAR STIFFNESS OF THE TEST PANEL
This procedure relies on tests conducted by the National Frame Builders Association.
The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar
to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area. The
material and section properties for the test panels are thus reasonable and will be used throughout.
The stiffness of the test panel was calculated to be: c = 2166 IbAn
STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL
c' = (EXt)/(2X (1+V) X (g/p) + (K2/(b'Xt)"2))
Where: E = 27.5x10^6 psi (modulus of elasticity for steel)
t= 0.017" (thickness of 29 gauge steel)
V= 0.3 (Poisson's Ratio for steel)
g/p = 1.139 ratio of sheathing corrugation length to corrugation pitch
U = 144" (12'-0" length of test panel)
STEP 2.1
This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value
(K2)was solved for.
K2= 1275 in sheet edge purlin fastening constant
STEP 2.2:
Use new building width to determine stiffness of new roof diaphragm (cl):
whia, 12 K2 :_ 1275 Ibf/ft
2
CO O) 017 in O = 18.435 deg (roof angle of incline)
bnew• 152 in E:= 27500000
_
(E-t)
c: K,) c = 2404 Ibf/in
2.961 +
(bnew•t)2
8/16/2004 MW01309 R1 (24x48x10).mcd 7
STEP 2.3&2.4:
Calculate the equivalent horizontal roof stiffness(cl)for the full roof:
Since ch is for the full roof,the roof length must be ratioed by the aspect ratio of the roof panel (b/a)
where"a"is the truss spacing in inches.
a:= Bay 12 2 bnew
ch:= 2•c•cos(0
)
a = 144 in a
ch= 4562 IDT/In
STEP 3: CALCULATE THE STIFFNESS OF THE POST FRAME(k):
Since the connection between the posts and the rafters can be assumed to be a pinned joint,the model
for the post frame can be assumed to be the sum of two cantilevers(the posts)that act in parallel. The
stiffness of the post frame can be calculated from the amount of force required to deflect the system
one inch. The spring constant(k) in pounds per inch of deflection results directly.
k= 566 Ibf/in
STEP 4: CALCULATE TOTAL SIDE SWAY FORCE(R):
Apply wind loads to the walls to determine moment(Mwind),fiber stress(fwind) and end reaction at
prop point(R).
Calculate Total Wind Pressure:
a
gwwpost (qww+ qi) 12.12 qtot gwwpost
gwwpost= 7.67 pli gtot= 7.67 pli
lWst_bndg 2
Mwind 8
gt0t Mwind= 11185 in-Ibf
Mwind
fwind (wind= 311 psi
Sxpost
R := 3-gtot'Lpost_bndg R = 311 Ib
8 s STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS:
This ratio (k/c f)will be used to determine the side sway force modifiers.
k
k = 0.124
ch
8/16/2004 MWO1309 R1 (24x48x10).mcd 8
STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE:
mD = 0.8
STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE:
Q := mD•R Q = 247 Ibf
Since not'all of the total side sway force (R) is resisted by the roof diaphragm,some translation will
occur at the top of the post.The distributed load that is not resisted by the roof diaphragm will
apply additional moment and fiber stress to the post.
Mdfl= 9113 in-Ibf
fdfl= 127 psi
Calculate the total moment(Mtot) and the total fiber stress (ftoo.
Mtot niD'Mwind+Mdfl Mtot = 18020 in-Ibf
ftpt mD'fwind+fdfl ftot= 374 psi
8/16/2004 MW01309 R1 (24x48x10).mcd 9
POST DESIGN:
Assume the following post properties:
1. The posts will be modeled as propped cantilevers fixed at the base and propped at the eave
line by the roof diaphram. The two posts will act at each frame to resist bending.
2. The roof will act as a diaphragm and act as a simple support for the posts.
3. The roof will act as a simple horizontal beam spanning between shear walls.
4. The posts will be pressure treated for ground contact.
Calculate allowable unit stress (compression Fcj.
Fcl = 575 psi Fc:= Fc1.1.15•.80
Fc= 529 psi (Allowable compression stress including load factors)
Lpost-bndg= 108 in (Bending length of post) dosst = 6 in (Minimum unbraced dimension of post)
Ke:= 0.8 c:= 0.8 KcE:= 0.3 Ewo d= 1100000 psi
le KeIpost—bndg le= 86.4 in
.95•Ewood
FcE:= KcE' 2 FcE= 1512
le
dpost
2
1 + FcE 1 + FcE FcE
C Fc — Fc — Fc C = 0.91
p 2•c 2•c c p
FCC:= Fc•Cp FCC=484 psi
Wroof= 29.25 psf (Total roof loading)
Psnowpost= 3780 Ibs (Axial loading per post due to roof snow load)
Pdeadpost= 432 Ibs (Axial loading per post due to roof dead load)
Fb:= Fb1.1.6-.80 Fb= 736 psi (Allowable bending stress per post including load factors)
8/16/2004 MW01309 R1 (24x48x10).mcd 10
Check Load Cases:
Load Case 1: Dead Load+ .75'Wind Load + .75' Snow Load
fbl :_ .75ftot fbl = 280 psi (Actual bending stress on post)
fc ,75Psnowpost+Pdeadpost fc= 91 psi (Actual compression stress per post)
post
fc 2 fbI
CCFALII := — +
Fcc _ fc CCFALII = 0.44
Fb 1 FcE
Load Case 2: Dead Load+Wind Load
fbI ftot fbi = 374 psi (Actual bending stress on post)
Pdeadpost
fc:= A fc= 12 psi (Actual compression stress per post)
post
fc 2 fbi
CCFALI2 := — +
Fcc fc CCFALI2 = 0.51
Fb 1 FcE
)-
Load Case 3: Dead Load+ Snow Load
fbI 0 fbI =0 psi (Actual bending stress on post)
fc Psnowpost+ Pdeadpost fc= 117 psi (Actual compression stress per post)
st
post
2 f
CCFALI3 := � + b1
Fcc _ fc CCFALI3 = 0.06
Fb 1 FcE
CCFALI= 0.51 Less than 1.00 thus OK
8/16/2004 MWO1309 R1 (24x48x10).mcd 11
POST EMBEDMENT FOR CONSTRAINED CONDITION:
Calculate the required post depth. The concrete floor will provide a constrained condition for the post.
Mtot= 18020 in-Ibs
Ph = applied lateral force (P) and distance from ground to applied lateral force (h).
Mtot
Ph:-
2.12
Ssoil = 15'0 [psf] (Assumed soil lateral bearing capacity)
depth_postc= 3.5 [ft] Trial depth of embedment.
S3= 1397 (calculated using a trial depth of embedment)
4.25• (Ph)
depths'= bpost depthc= 1.8 [ft] (minimum required post embedment depth)
S3•
12
Hroof:= W2 .tan(0) Hroof= 4.0 ft
0.375-mD•(Hbidg)'Lbldg'(qww— qlw)
Veave wind:_
Veave wind = 736 Ibs (Total load transferred into each gable wall)
Veave_wind•Hbld
Cpost g cpost= 368 Ibf (This is the uplift load on one gable wall post)
Wbldg— Wgableopenings
Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will
tend to keep the gable wall post in the ground will be as follows:
Lbldg Lbldg Wbldg Wbldg
Eave_wall Hbldg' 2 '2 Roof. 2 2 '2 Gable wall Hbldg' 2 •2
Eave wall = 480 Ibf Roof= 576 Ibs Gable wall = 240 Ibf
2
Posts (Hbldg+ depthc)'Wpost dia footing _ Apost
Post hole:= 150•dep���• 3.14• — 4 144
Posts= 103 Ibf Post hole = 1517 Ibs
Wttot Eave wall + Gable wall+ Roof+Posts
Wttot= 1399 Ibf (Note that Wttot is greater than Cpost. Thus OK.)
8/16/2004 MWO1309 R1 (24x48x10).mcd 12
FOOTING DESIGN:
Check the soil bearing capacity of the punch pads. .
( 112
Afooting = 3.14.I dia- �gJ ft2 This is the area of the footing)
gsoil = 1500 psf
dia_footing= 2 ft
depth__postc= 3.5 ft (Trial depth of embedment)
Pfooting Afooting'gsoil Pfooting= 4710 Ibf (End bearing capacity of footing)
Psnow= 4212 Ibf
Note that the end bearing capacity(Pfooting) is greater than the snow load (Psnow). This is OK.
8/16/2004 MW01309 R1 (24x48x10).mcd 13
SEISMIC CALCULATIONS
Design per IBC 2003
Ss= 122.2 Mapped spectral acceleration for short periods(from above)
SI = 46.6 Mapped spectral acceleration for 1-second period (from above)
I:= 1.0 Importance factor
W= Dead load of building
RS = 7 Response modification factor(from above)
1. Determine the Seismic Design Category
a. Calculate SDS and Soy
For SDS: For Spi:
For Ss= 1.22 For SI = 0.47
Fa= 1.0 Fv = 1.50
SW := SS-Fa
SMl := Sl'Fv
SMS = 1.22 SMI = 0.7
SDS (23).SMS SDI (2)-SMI
SDS = 0.81 SDI = 0.47
Seismic_Design_Category = "D"
8/16/2004 MWO1309 R1 (24x48x10).mcd 14
2. Determine the building parameters
Building dead load weight,W:ff ff 1
C bl g db �� C` dg. l bldg bldo'H2dg1 3
'
W= W d 'Lbl �' Pf••2 + Wbl Lbl + 2• W + L J
W= 5616 Ibf
Building area,Ab:
Ab:= Lbldg•Wbldg Ab= 1152 ft2
Determine the shortest shear panel, LW:
Lwg:= Wbldg- Wgableopenings
Lwe:= Lbldg- Weaveopenings
Lw:_ iqLwg< Lwe,Lwg,Lwe Lam,= 12 ft
3. Determine the shear force to be applied
1.2•SDS)
abase-shear:= R W
s
abase shear= 784 Ibf
4. Determine the seismic load on the building:
Per IBC,for Seismic Design Category's A, B, and C,p=1.0. For Seismic Design Category D, E,or F,p
shall be calculated using r,..
4a. Determine p for Seismic Design Category D, E or F(only if required).
r
- L�V base-shear• 10
10 -
rmax•- -max-0.83
abase shear
20
p := 2 -
rmax Ab 5
p = 1.29
E:= p.Vbase shear+ .2•SDS•W
E = 1929 b
8/16/2004 MW01309 R1 (24x48xl0).mcd 15
ANALYSIS FOR GABLE WALL:
1.Check Wind Loads:
Hroof = 4 [ft] Hbldg= 10 [ft] qw.w= 5.7 psf
Lbldg= 48 qlw= —4.6 psf
0.375•mD•(Hb1d0-Lb1dg'(%%w— qlw)
Veave wind:_
_ 2
Veave wind = 736 Ibf
2.Check Seismic Loads:
Veave seismic:= E Veave seismic = 965 Ibf
2 —
The controlling load= "Veave—seismic" Therefore, Vgable_shear= 965 Ibf
This is the lateral load that is transmitted to each gable wall. This load will be transmitted through
the roof diaphragm to the gable walls. Normalize the load to a per foot basis.
V gable shear
vgablewall Wbldg Wg ableopemng s vgablewall= 48 pif
Toe gable wall diaphragms can resist the shear loads as follows:
If vgablewall< 110 pif Then no additional sheathing is required.
8/16/2004 MW01309 R1 (24x48x10).mcd 16
ANALYSIS FOR EAVE WALL:
1. Check Wind Loads:
Hroof= 4 [ft] Hbldg= 10 [ft] gwwg= 4.4 psf
Wbldg 24 [ft] Lbldg— 48 [ft] glwg = —3.2 psf
=
0.375.mD•(libido-Wbldg.(gwwg— glwg) +0.5•(Hroof)-Wbldg-(gwwg — glwg)
Vgable_wind:_
2
Vgable_wind= 455 Ibf
2.Check Seismic Loads:
Vgable_seismic:= E Vgable_seismic= 965 Ibf
2
The controlling load= "Vgable_seismic" therefore, Veave shear= 965 Ibf
This is the lateral load that is transmitted to each eave wall. This load will be transmitted through
the roof diaphragm to the eave walls. Normalize the load to a per foot basis.
Veave_shear
veavewall= Lbldg— Weaveopenings Veavewall = 80 plf
The eave wall diaphragms can resist the shear loads as follows:
If veavewall< 110 plf Then no additional sheathing is required.
8/16/2004 MW01309 R1 (24x48x10).mcd 17
GIRT DESIGN:
The girts will simple span between posts. Calculate bending stress (fbgi t)due to wind loading
(gwegirt)and determine the required girt size.
Girt spacing
gwegirt= I qwe— qi I' gwegirt = 2.11 pli Lgirt_span= 138 in
12-1
1-girt_span 2
Mgirt:= gwegirt' 8 Mgirt = 5025 in-Ibf
fbgirt:= IVlgirt fbgirt= 2440 psi (Stress applied to the girt due to wind loading)
Sgirt
Determine the allowable member stress.
LDFwi,d:= 1.6 Cfugirt = 1.15 C fgirt = 1.00 Cr:= 1.15 Fgirt = 1650 psi
Fbgirt:= LDFwind'Cfugirt'Cfgirt'Cr'Fgirt Fbgirt= 3491 > fbgirt psi This is OK.
PURLIN DESIGN:
Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin
size.
Lpurlin_span= 135 in (Bending length of purlin)
Wpuriin= 4.62 pli (Distributed snow load along top edge of purlin)
2
purlin'Lpurlin_span
Mp111 8 Mpurlin= 10536 in-Ibf
%purlin:= Mpurlin %purlin = 1394 psi (Stress applied to the purlin due to
Spurlin snow and dead load)
Determine the allowable member stress.
LDFsnow:= 1.15 Cfpurlin= 1.00 Cr:= 1.15 Cfupurlin= 1.00 Fpurlin= 1650 psi
Fbpurlin := LDFsnow Cfpurlin'Cr'Cfupurlin'Fpurlin
Fbpurlin = 2182 psi > fbpurlin This is OK.
8/16/2004 MW01309 R1 (24x48x10).mcd 18
CORBEL BLOCK DESIGN:
Determine the required number and size of bolts required in the truss block.
Assume full snow load and dead load on the roof.
Pbolt 58 1590 Ibf Pbolt_34 2190 Ibf Pbolt_10 3600 IV P16d 122 Ibf
Psnow= 4212 Ibf P20d:= 147 Ibf
If 5/8 dia. bolts are used:
Nbolts58= 2.3 Number of 5/8"dia.bolts required in the corbel block
If 314 dia. bolts are used:
Nbolts34 = 1.7 Number of 3/4"dia. bolts required in the corbel block
If 1 dia. bolts are used:
Nboltslo = 1.0 Number of 1"dia. bolts required in the corbel block
If 20d nails are to be used:
NailsMd = 12.5 number of 20d nails required in each corbel block.
If 16d nails are to be used:
Nailsl6d = 15 number of 16d nails required in each corbel block.
8/16/2004 MW01309 R1 (24x48x10).mcd 19
SUMMARY OF RESULTS:
Buildina Dimensions Buildinq Desian Loads
Wbldg= 24 ft Width of Building) Wind—speed = 85 MPH Ground—snow—load= 25 psf
Lbldg= 48 ft (Length of Building) Wind—exposure= "B" Roof dead—load= 3 psf
Hbldg= 10 ft (Eave Height of Building) Seismic_Design_Category = "D"
Rpitch= 4' /12 (Roof pitch)
FootinaDetails: i
Post Details
Postdepth= 3.5 ft(Design Post Depth)
Post size= "6x6"
dia footing= 2 ft(Design Footing Diameter)
Post—grade = "No. 2 Hem-Fir"
Usage = 51 % (Combined stress usage of post) Footingusage= 89 % (Stress usage of footing)
Shear Wall Details:
�'gablewall= 48 plf(Max.shear in gable wall)
Veavewall= 80 plf(Max.shear in eave wall)
Girt Details:
Girt—Usage= 70 % (Stress usage of wall girt)
Orientation= "Flat"
Purlin Details:
Purlin_usage = 64 % (Stress usage of roof purlin for snow loading)
Corbel Block Bolts:
Nbolts58 = 2.3 Number of 5/8"dia. bolts required in the corbel block if used.
Nbolts34 = 1.7 Number of 3/4"dia. bolts required in the corbel block if used.
Nboltslo = 1.0 Number of 1"dia. bolts required in the corbel block if used.
Nails20d = 12.5 Number of 20d nails required in each corbel block if used.
Nailsl6d = 15 Number of 16d nails required in each corbel block if used.
SPECIAL NOTE:
The drawings attendant to this calculation shall not be modified by the builder unless authorized in
writing by the engineer. No special inspections are required. No structural observation by the
design engineer is required.
Load Cases Report
Load►. 1 ...............P DURFAC.LBR- 1.1SO DURFAC.PLT- 1.1SO
/........STRUCTURE APPLIED DISTRIBUTED LOADS........\ /............OTHER LOADS...........\
Oir L.Plf L.Loc R.Plf R.Loc LL/TL ...Type... lb. X.LOC LL/TL
1 TC.V 339.60 0-0-0 339.60 21-0-O 0.68 0.66
2 BC.V 12.DO 0-0-0 12.00 21-0-0 0.00 0.00
Reactions.V- 4219 4219
Load 6. 2 ...............U OURFAC.LBR- 1.600 OURFAC.PLT- 1.600
/........STRUCTURE APPLIED DISTRIBUTED LOADS........\ /........ ...OTHER LOADS...........\
Di, L.Plf L.Loc R.Plf R.Loc LL/TL ...Type.... lbs X.LOC LL/TL
1 TC.V -153.68 0-0-0-153.68 24 0-0 0.53 0.53
2 BC.V 12.00 0-0-0 12.00 2/-0-0 0.00 0.00
Reactions.V.-1700 -1700
Load e- 3 DEAD...........P DURFAC.LBR- 0.900 OURFAC.PLT. 0.200
/........STRUCTURE APPLIED DISTRIBUTED LOADS
........\ /............OTHER LOADS...........\
Dir L.Plf L.L.c R.Plf R.Loc LL/TL ...Type... ibs X.LOC LL/TL
1 TC.V 39.60 0-0-0 39.60 21-0-0 0.00 0.00
2 BC.V 12.00 0-0-0 12.00 2/-0-D D.00 0.00
Reactions.V- 619 619
legend-- (SA,NA,MA)-(Structure, Node, Meuber)Applied
(PL,DL) (Point Load, Distributed Load)
(M,V,M) - (Horizontal, Vertical, Moment)
t �I
R
-- -
- wa ruu rrrL ry• 3
' W.
toe-
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0' D. 3/4"IR0N PIPE
0.26'N. OF CALL. POSITION
43'
T 29-----
2&139 293.3-i1 292.47 -29x25 <29232 292 2&T.2s <293.49 w 293A2 3.n <T93.a7 /' 4 294.11 -29/.27 a 294A3 1 a 295
WALK-€AtiE ----- -
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58773J4� '\�\ 0OS11I OF CALL. PLAN NORTH
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v .9? lr _ S0Q i o
PPROX. DRAT FIELD AREA �226.3I' ---- I �. to
�P�G 6 WOOD o -._-fir -1``�� ---------- I
2a <29x10 M05 29x17 - 29i79 - �... ;21507.'.' `2W.1a - M i 294.f7 2➢f?li 294A9 I ' 30
=_ 31'f 1 i `\\
EMERGENCY GENERATOR I
PAD 2'-0" LONGER --- it SET P.K- NAIL ct FLASHER `\ i 1 GE
T THAN GENERATOR , r r LE ND
Sp ���• ALL-AROUND r £LEV. = 294.23 '
'IRPY151+,
29x20 ,z92,2p- py •29L'i`tl \ 29x3o <z9xa1 •292M ®.. W74 .ram,.-; •s3.i •z9yee .. ,�9--I zw.� x 29+•� i \/ ; ' U A.C. PAVING
rn . RESERVE
a 6' I DRAIN FIELD ;
Q - •,,ft r. B a¢ ro 40 I I a GRAVELLLJ
` a
`1�`��_Z '1 tl, �.. .N.. PITSTES i
\ I ' 1 CONCRETE - SEE STRUCT. DWGS
vw2 L1..1 LIJ 291. 29x1a 29x4a 29L0 ... 292aa 2W.
` -' n '' •TD�N 294.11 294.
U = 50'R �' �- U FJ L--�1 m CONCRETE WHEEL STOP
¢ t��' �' ~ SEP IC I ; �i BOLLARD
Lil 1 DRAIN FlELD i I GUARD RAIL
4
& {n SE R 10
HYSTEM LApYOUT MINI
ta I I i, ® /
zn.3a r P SET REBAR&CAP L.S. I8902 I3670
291.a9 +?Mmp 292.40 ssx4s mm. mce •. -:- �C 1 i 0 FND. REBAR/IRON PIPE AS NOTED
1 J � 1
L L 'TI tY --- -- ------- - ' ;! 0 MANHOLE
r. � t� I ' I ❑ CATCH BASIN
e ® T0NH4=RR i /' 1� 50 R ..f. I r i i r i 1294 ❑ ELEC. RISER
Q Q.zoz w z9244 F 1 I+4 ze2.90 292 ea `� MIS. 2O3 293.S2 29an zasTo 291M v z w I i I I ® Ift t L CASING
° ° ° 1 i , i WATER VALVE
\ _- .:'-FUEL ISLAND �- } 1 I / I ' ® WATER METER
QSC SON ..�pS ONC.. SLAG I 1
,� i FIRE HYDRANT
GRAVEL ��w N I i \' t! POWER TRANSFORMER
/ ACCESS . I I
ROAD `.29.<LS --,' z9a,a 2ai34 as 21sx 29}.rr axam z9aea I r ® X UXIT POL£
.2926a <292 .. `
M-27 ; <22x1 292J3 I I 50 R ,1 _ _ _ I. - _. � � � I I �' E--GUY ANCHOR
a i I �I -0 GUY POLE
I # LIGHT
, r
272 N INFILTRATION I I 2933i SPOT ELEVATION
i00'
POND s\ I . ,) 1\` L I I • OBSERVATION %ELL
•29n3a ``�'97 zN. I ,�`29xo9 29272 I +�z9z. •292.72 ..9ya•9a ,293.24 �19 •.R93.76.. t914 2914 � "293.4, O FILLER CAP
Il r
'0
r r
85.97 ---- - ABBREVIATIONS
CONC. CONCRETE
LF LINEAL FEET
i�a0.l0J / to 291.33 i 297. 291.78 -�� 29213 4 <292.54 292.77 3A6 -..._ ,I I . ''I R RADIUS
x 48' x 1b' Proposed Pole Building _/' - - ```�, ' I' 11 MIN. MINIMUM
TRANS. TRANSITION
125 , S8773'34 f
�*` 93\4���-' L-1 30' MIN. I 1
+ <M.26 mn-W `291.70 291.67 1 .292.31 <292.7a .29233 20x65 •29279 .292.Y •29x44
\*�*� FND. 3147IR0N PIPE I
r'
* \------ ---- ----------Q.25W. &0.09'W. OF
�. -------
*\• �� �j �S TO t NOTE: REDUCED PLANS,
Po o P L11
T DO NOT SCALE DRAWINGS.
i•Y S PR9CPM ARCI*W- RESIaI�. �
<n KRwa+ _.- 0 WASH ,
2 aRaFci cr: --_ _ _ FEDER&ND PROJECT No. t a s h i n g t t o
.cM SECTION FACILITY
H L
.� �_--. �. .-.-- . . _ .. _ _ � � �/ ter n ine ent of Tr sportotion
d�;�, _ _._. R g rrn Depor
S sziEEl
IRW ff. 932 First Avenu Suite 7 Seattbe, WA 98101
PROJECT MO,. F % (206)441- F (206 6922 OF
Y amacr RCdEF Kr: .._... FOR"° A t"" PAVING AND
is KILT W. 0em a � :�T LAYOUT PLAN sHEEIs
i R: DALE REM910N BY D,7E MOW I* -...._..---------------
-._.._
I
1