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Home My WebLink AboutPermit File 4320 Cherry Lane �. - ' " s, STRUCTURAL CALCULATIONS FOR LOT 54 THE ORCHIDS Anacortes, WA February 21, 2006 Job No. 06-027 PREPARED BY: SCHEMMER ENGINEERING INC. 317 Commercial Avenue, Suite 101 Anacortes, Washington 98221 (360)293-9006 �"s Ai www.schemmereng.com �, �c /,' o f ) a e l Ili j DESIGN ANALYSIS JCc,A.rl1I.,,, FDA 'SHEET o .CNECY,EDB !DATE IJDE ND.a/,._Gz/ 7 { v SCHEMN,ER ENGINEERING INC. PROJECTZaiSV G4,(/ V' C,z - i suEJECT all 1il 9 SS" rifl4 IX? e ,J-w , !.o = %a 4, 7= /2-9 isF P = I,o X /,O X /2-q /Z-q FgF -", 1/5t-/3 ' 4-,74 0, /�e7o, (*r /o)y. /3 = /ra, GoUefzs LJ 44,41 c--- "051�( - ,i 1 • • 15 = 1. 17/ Fa_ ° 40 aal 2/7/XLa3 = 72i_ -Sy,: „ x ze,, = • 8a7 SD, c 3x :606 j/-v = i, o 4'otLD /gyp w,vs _ ? V -, STHi7 /4/ /STA? Wej- • ) 2 s 7 7 3/ Z ; /Z 2.2�� z z /a3 C ; /S 2g�S Joys' gd D ! S.5 /oyo /3 go E ' 9 w i 796, 23` 72 F /&' 20 yy 9 33 a G 6.•5 /2d,q , 2y Sl N /d . /gyo yo 97 S /o 'i(lo Ito lSy it i3.s 2 cSz 1 Z.f id / o r z L 'Sr S 25-5-z_ / bps` 393 ti) 6 //.3y /s 76 41 0 Zo77 7 Z 9? Z Rob Gee/D.T. Title: Job# Schemmer Engineering Inc. Dsgnr: Date: 9:36AM, 20 FEB 06 Description: " 317 Commercial Avenue; Suite 101 Anacortes, WA 98221 Scope: your title block information. fiec 530012 w-oe03023,Ver5801-Dec2003 ASCE 7.02 Earthquake Load Calculations Page 1 (0)1983-2003 ENERCALC Engineering Software Description 06-027 Occupancy Category ASCE 7-02 Table 1-1, 2003 IBC Table 1604 5 "I" : Buildings and other structures that represent a low hazard to human life in the event of failu Occupancy Importance Factor = 1.00 ASCE 7-02 9.1.4 Seismic Use Group = i ASCE 7-02 Table 9.1.3 Ground Motion ASCE 7-02 9.4.1.1, 2003 IBC 1615.1 Latitude = 48.465deg North Longitude = 122.617deg West Location : Anacortes, Skagit County, WA 98221 Max. Ground Motions,5%Damping, from USGS 1996 maps S s = 1.171 g,0.2 sec response S 1 = 0.361 g, 1.0 sec response Site Classification ASCE 7-02 Table 9.4.1.2, 2003IBC Table 16.15.1.1 "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D Site Coefficients Fa& Fv ASCE 7-02 9.4.1.2.4, 2003 IBC 1615.1.2 (using straight-line interpolation from table values) Fa = 1.03 Fv = 1.68 Maximum Considered Eartquake Acceleration ASCE 7-02 Equation 9.4.1.2.4-1 & 2, 2003 IBC Equations 16-38 & 16-39 S Ms = Fa* Ss 1.208 Shim = Fv* S1 = 0.606 Design Spectral Acceleration ASCE 7-02 9.4.1.2.5, 2--3 IBC 1615.1.3 SDs=SMs *2/3 = 0.805 Sol = SM1 * 2/3 = 0.404 Seismic Design Category = D ASCE 7-02 9.4.2.1, 2003 IBC 1616.3 (SDS is most severe) Basic Seismic Force Resisting System ASCE 7-02 Table 9.5.2.2, 2003 IBC Table1617.6.2 Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resist NOTE! See ASCE 7-02 for all applicable footnotes. Response Modification Coefficient " R" = 6.50 Building height Limits System Overstrength Factor "Wo" = 3.00 Category"A& B" Limit:No Limit Deflection Amplification Factor " Cd " = 4.00 Category"C" Limit. No Limit Category"D"Limit Limit=65 Category"E" Limit Limit=65 Category "F" Limit: Limit=65 Rob Gee/D.T. Title: Job# Schemmer Engineering Inc. Dsgnr: Date: 9.36AM, 20 FEB06 Description: - 317 Commercial Avenue; Suite 101 Anacortes,WA 98221 Scope: your title block information.W-0603023,Ver 5 8 0,1-Dec-2003 l Rev User KW-06 ASCE 7-02 Earthquake Load Calculations Page 2 f (01983-2003 ENERGALC Engmeenne Software Description 06-027 Average Floor Area per Level= 0 ft2 User defined Shear Carrying % Ratio= 0.000 Reliability Factor" p"= 1.000 Equivalent Lateral Force Procedure ASCE 7-02 9.5.2.5, 2003 IBC 1617.4 The"Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE7-02 9.5.5 Determine Building Period "Cu"factor from Table 9.5.5.3.1 = 1.40 Per ASCE 9.5.5.3.1 the true fundamental Building Period shall not exceed = 0.000 sec Building Period "Ta"Calculated from Approximate Method selected = 0.000 sec " Cs " Response Coefficient ASCE 7-02 9.5.5.2.1 SDs: Short Period Design Spectral Response per 9.4.1.2 = 0 805 " R" : Response Modification Factor from 9.5.2.2 = 6.50 " I " : Occupancy Importance Factor from 9.1.4 = 1.00 From Eq. 9.5.5.2.1-1 : Preliminary Cs = 0.12 From Eq. 9.5.5.2.1-2 Cs need not exceed = 0 00 From Eq. 9.5.5.2.1-3 &4 Cs shall not be less than = 0.04 9.5.5.2.1 : Seismic Response Coefficient = 0.12 Seismic Base Shear ASCE 7-02 9.5.5.2 Cs = 0.1239 from 9.5.5.2.1 W( see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs"W = 0.00 k Vertical Distribution of Seismic Forces ASCE 7-02 9.5.5.4 "k" : hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height Wi*Hi^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment Sum Wi= 0.00 k Total Base Shear= 0.00 k Sum (Wi* HiAk) = 0.0 k-ft Base Moment= 0.0 k-ft Diaphragm Forces : Seismic Design Category " D ", " E " & " F " ASCE 7-02 9.5.2.6.4.4 Level# Wi Fi Sum Fi Sum Wi Fpx Wpx Weight at level of diaphragm and other structure elements attached to it Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20*S Ds*I*Wpx MAX Req'd Force @ Level . 0.40*S DS* I *Wpx Fpx: Design Force @ Level . Wpx*SUM(x->n) Fi / SUM(x->n)wi, x=Current level, n =Top Level Rob GeefD.T. Tine: Job# bSchemmer Engineering Inc. Dsgnr: Date: 9.36AM, 20 FEB 06 Description: 317 Commercial Avenue; Suite 101 Anacortes,WA 98221 scope: your title block information. r+ � [. Load f 4 User KVVrl0-0603023 Ver5,80,1-Dec-2003 ASCE 7-02 Earthquake Calculations Page 3 ERCALC Engmeenng Software M(c)1903.2003 Eli _ _ ...- . .. Description 06-027 Combination of Load Effects ASCE 7-02 9.5.2.7, 2003 IBC 1617.1.1 D Qe H&V Load Effect E Load Description Dead Load Seismic Load 0 000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0000 0.000 Eap*Qe +0.20*SDS*D = 0.000 0.000 0000 E=p•Qe +0.20'SUS'U = 0.000 0.000 0,000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0,000 E=p*Qe +0.20*SDS*D = 0.000 0000 0.000 E=p*Qe +0.20*SDS*D = 0.000 0.000 0,000 E=p*Qe +0.20*SDS*D a 0.000 0000 0.000 E..p*Qe +0.20*SDS*D = 0.000 al) fil klai , n IB.P./ illB.P.I �� a� _.1=s s H I 1 ;jl -11 II' B.P. II ! B.P.I B.P. ; rt. 1 _......iH' 1 t II 1 I! II ,,, i a_1 �„ k.iti q 1 _IS ! , (-__@ 1 MAIN FLOOR ENGINEERING & SHEAR WALL PLAN SCALE #i' = 1.-0- a ' �i O `Y 1J\ 1 . . B.P.1 ��.yy9'' \ 1 s IR •t N SD Oir l\ I lci e C. 111 N S 'l k v'v i � t o bN� III s----- - III 9 i; 13r\ 1 �� &�y i r - II' F 1 1 • t a MAIN FLOOR ENGINEERING & SHEAR WALL PLAN SCALE -}f4"-= 1'-0' U I SHEARWALL SCHEDULE 8d COMMON (SHANK D A. = 0.131 "), 10d COMMON (SHANK DIA. = 0.148") MARK SHEATHING NAILING NOTES V 7/16" CD—X ONE FACE 8d @ 6" O.C. PNL EDGES 1 ,2,6,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD © 7/16" CD—X ONE FACE 8d @ 4" O.C. PNL EDGES 2,3,6,9 OR STRUCT II OSB 8d @ 12" O.C. FIELD y�''O 7/16" CD—X ONE FACE 8d @ 3" O.C. PNL EDGES 2,3,7,9 ( 3 / OR STRUCT II OSB 8d @ 12" O.C. FIELD /4 \1n6 7/16" CD—X ONE EACE 8d @ 2" O.C. PNL EDGES 2,3,4,8,9 \ / OR STRUCT II OSB _8d @ 12" 0.C. FIELD Qt`' 7/16" CD—X TWO FACES 8d @ 4" O.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 8d @ 12" 0.C. HELD C6 y4' 7/16" CD—X TWO FACES 8d @ 3" 0.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 8d @ 12" 0.C. FIELD Er' 7/16" CD—X TWO FACES 8d @ 2" 0.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 8d @ 12" 0.C. FIELD \/8 \ EXISTING O<AY (14/> 15/32" CDX ONE FACE 10d @ 2" O.C. PNL EDGES 2,3,4,8,9 OR STRUCT II OSB 10d @ 12" O.C. FIELD fl 1 /2" GWB TWO FACES 5d COOLER @ 4" O.C. 2,6 PANEL EDGES AND FIELD is 1 /2" GWB TWO FACES 5d COOLER @ 7" O.C. AT SUPPORTS, UNBLOCKED SHEARWALL NOTES SHEARWALL NOTES 1 . ALL EXTERIOR WALLS TO BE TYPE (1) U.N.O. 2. BLOCK ALL PANEL EDGES. 3. PROVIDE NOMINAL 3x FRAMING AT ABUTING PANEL EDGES RECIEVING EDGE NAILING. 4. PROVIDE 3x SILL PLATE. 5. OFFSET PANEL EDGES. 6. PROVIDE Y"0 A.B. @ 48"O.C. W/ 1 /4"x3"x3" PL WASHERS. 7. PROVIDE )z"O A.B. @ 24"O.C. W/ 1 /4"x3"x3" PL WASHERS. 8. PROVIDE ) "co A.B. @ 12"O.C. W/ 1 /4"x3"x3" PL WASHERS. 9. STUDS SHALL BE SPACED NOT MORE THAN 16" O.C.