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DRAWING INDEX PROJECT INFO 4BBREVIATIONS " L Plitt - �� . 0 J �.
ARCHITECTURAL PRO ADDRESS:10362 SW MACDONALD A IT ALTERNAT(E,ING,IVE) HGT HEIGHT RB RUBBER BASE IL
ST., TIGARD, OR APPROX APPROXIMATE(LY) HOR HORIZONTAL REF REFER(ENCE) '
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LEGAL: LOT 1, TIGARDVILLE REQ REQUIRED
G1 COVER SHEET
BLDG BUILDING % \..
Al PLANS & DETAILS HEIGHTS, PARCEL 2, CITY 'y IN INCH(ES) REV REVERSE
OF TIGARD, WASHINGTON CI CENTER LINE INC INCLUD(E,ED,ING)
COUNTY, OREGON COLS COLUMNS SCHED SCHEDULE
TOTAL SITE AREA: 30,894 SF, NO CHANGE CONST CONSTRUCTION LAM LAMINATED SECT SECTION EivED
PROJECT BLDG AREA: 5195 F, NO CHANGE CONTR CONRTACT(OR) LAV LAVATORY SF SQUARE FOOT
• OCCUPANCY: Z SR3 NO CHANGE COORD COORDINATE SIM SIMILAR W�, O 2010
WASHINGTON COUNTY SUPPORT SERVICE MAX MAXIMUM J
CONSTRUCTION V-N, SPRINKLED CPT CARPET(ED,ING) SPEC SPECIFICATION(S) f- o
PROJECT MANAGER CERAMIC TILE MECH MECHANIC(AL,ALLY) SS STAINLESS STEEL
BASSAM KHALIFEH TYPE: (1 -HR CORRIDOR), NO C MFR MANUFACTUR(E,ED,ER,ING) ' -' a FTIGARD
CHANGE STRUCT STRUCTUR(E,AL) , t
169 N. FIRST AVE., MS 142, HILLSBORO, OR 97124 DBL DOUBLE MIN MINIMUM SYS SYSTEM 'l �f DIVISION
T (503) 846 6675 DRAG DIAGONAL MISC MISCELLANEOUS
EMAIL: BASSAM _KHALIFEH @CO.WASHINGTON.OR.US DIM DIMENSIO TEMP TEMPORARY
DN DOWN (N) NEW TO TOP OF (ITEM) X
SPRINKLER WORK TO BE NIC NOT IN CONTRACT TYP TYPICAL 0
ARCHITECT UNDER SEPERATE PERMIT DR DOOR NTS NOT TO SCALE
MERRYMAN BARNES ARCHITECTS, INC.
1231 N.W. HOYT ST. SUITE #403 (E) EXISTING UNO UNLESS NOTED
OPP OPPOSITE LU e
PORTLAND, OREGON 97209 EA EACH OTHERWISE
T (503) 222 -3753 F (503) 295 -6718 EQUIP EQUIPMENT
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STRUCTURAL CALCULATIONS BUILDING DIi:
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ROOF LOAD . : - :: 15,0SiDL
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oRoth.fosio* - 20 PS1'.4- Dtiftiiii per ASCE 7, so. 7
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IMPORTANCE I =- 7 1 . 0
WIND ....
WIND SPEED 100 mph (3-set Gust)
EXPOSURE B
IMPORTANCE 1 = 1.00
r
SE,T§MI
, 7! , ... MAPPED RESPONSE Ss = 1.06, S 0.36,
SITE CLASS D
IMPORTA I, = 1.00
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8/12/2010 WOOD COLUMN WOODCOL.XLS
DESIGN WORKSHEET
Jamb - Trimmer Studs
Span length, lu, ft. 9.00 Bending effective length worksheet
Effective col. length factor 1.00 _
Member width, d, in. 3.50 Unbraced length, ft., lu= 2
Member thickness, b, in. 1.50
Lateral load, psf 0.00 lu /d= 6.86
Vertical toad, lb _ 1050
Tributary lateral width, in. 12 Uniformly distributed load, le= 1.63 *Iu +3d if lu /d >7
fb, psi. 900 le= 49.62 in.
fc, psi 1425
E, x10E6 psi. 1.60 Uniformly distributed load, le= 2.06 *lu, if lu /d <7
CD 1.15
CF, bending 1.00 le= 49.44 in.
CF, compression 1.00
Cr 1.00 pick le= 49.44
CM _ 1.00
Ct _ 1.00 RB= 8.77
KbE 0.438
KcE 0.300
c 0.8
Plate Fc perpendicular, psi. 625 _
COMPRESSION BENDING
Fc *, psi. 1638.75 Fb *, psi. 1035
FcE, psi. _ 504 FbE, psi. 9112
FcE /Fc* 0.308 Fbe /Fb* 8.804
Cp 0.285 CL 0.994
Fc', psi 467 F'b, psi. 1028
fc, psi. 200 S, inA3 3.063
fb, psi. 0
COMBINED STRESSES
fc /Fc' 0.428 OK For iterative solution to find max. vert. load,
fb /Fb' *(1- fc /FcE) 0.000 OK input trial values here -
Combined Stress Eqn 3.9 -3 0.183 OK Pmax, lb 2500
Maximum load for plate
crushing, lb 2500 OK
Page 1
8/12/2010 WOOD COLUMN
WOODCOL.XLS
DESIGN WORKSHEET
Jamb - King Studs
Span length, lu, ft. 9.00 Bending effective length worksheet
Effective col. length factor — 1.00 _
Member width, d, in. 3.50 Unbraced length, ft., lu= 2
Member thickness, b, in. 1.50
Lateral load, psf 33.00 lu /d= 6.86
Vertical load, lb 0
Tributary lateral width, in. 12 Uniformly distributed load, Ie= 1.63 *lu +3d if lu/d>7
fb, psi. 900 Ie= 49.62 in.
fc, psi 1425
E, x10E6 psi. 1.60 Uniformly distributed load, le= 2.06 *lu, if lu /d <7
CD 1.60
CF, bending 1.00 le= 49.44 in.
CF, compression 1.00
Cr 1.00 pick le= 49.44 _
CM 1.00
Ct 1.00 RB= 8.77
KbE • 0.438
KcE 0.300
c 0.8 _
Plate Fc perpendicular, psi. 625
COMPRESSION BENDING
Fc *, psi. 2280 Fb *, psi. 1440
FcE, psi. 504 FbE, psi. _ 9112
FcE/Fc* 0.221 Fbe /Fb* 6.328
• Cp 0.210 CL 0.991
Fc', psi 479 F'b, psi. 1427
fc, psi. 0 S, in ^3 3.063
fb, psi. 1309
COMBINED STRESSES
fc /Fc' 0.000 OK For iterative solution to find max. vert. load,
fb /Fb' *(1- fc /FcE) 0.918 OK input trial values here -
Combined Stress Eqn 3.9 -3 0.918 OK Pmax, lb 2500
Maximum load for plate
crushing, lb 4800 OK _
Page 1
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