08-1413 (AR) Structural CalcsS
STRUCTURAL CALCULATIONS
Project : Word Casita Addition
La QUldta, Ca.
Code: 2007 C.B.C.
Date : July 20, 200,S
TABLE OF CONTENTS
DesignLoads ............................................. ..... _ ........ 1-3.
Roof Vraming/He.aders & Beams .............................................. 4-11.
Foundation Desi.im.................................................................. 12.
Lateral Analysis- ... . ........ ............ I ..........1......................... — 13-17.
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CODE: 2007 CALIFORNIA BUILDING COD.F..
TILE ROUT 4:12 SLOPE
Dead Load
Tile
= 1.2.0 psf
1/2" plywood
= 15 psf
Trusses (cid 24"o.c.
= 3.0 psf
Insulation
= 0.7 psf
1/2" Drywall
= 1.5 psf
Mechanical & Electrical
= 1.3 psf
Miscellaneous
= 1.01)'"'1
TOTAL
=' I.0 psf
' Slope 4:12 21/cos 18.43 22.13 psf on horizontal projected area
Use: 22 psf
for design
Live ia)ad = 20 psf
(With allowable reductions per code)
L'a LOAD C6M131NAT ION
Dead Load i- L.I ve Lesool u5rny a1lo,NaL le Stoes9 D�si�n
CONCRETE 10c = 2500 psi (u) 28 days for
footings and slab
S011, BEARING CAPACITY : 1500 psl'.
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SEISMIC Per Sec. 1613 of CBC. 2007
Seismic Importance Factor = 1.0 (Occupancy Category 11)
Mapped maximurn spectral response acceleration at 0.2 seconds Ss = 1.51
values obtained from USGS
Mapped maximum spectral response acceleration at 1.0 seconds S1 = 0.61 ground motion calculator
Site Class : D
Site Coefficient at short period, Fa = 1.0
Site Coefficient at 1 sec: period, Fv ='1.5
Spectral response Acceleration at 0.2 sec period adjusted for Site Class, Sms _ Fa (Ss) = 1.5
Spectral response Acceleration at 1.0 sec period adjusted 'for Site Class, SMI = Fv (S1.) = 0.9
5 % damped design Spectral response Acceleration at 0.2 ties period adjusted for Site Class,
Soli = 2/3 x Sats =I A
5 % damped design Spectral response Acceleration at 1.0 sec period adjusted for Site Class,
SDI = 2/3 x SMI � tl.b
Seismic Design Category = D
Basic Seismic force resisting system : Bearing wall system, light-fran,e:d walls sheathed with woad structural
panels rated for shear resistance0l' steel sheets
Response; modification factor, R = C '/z
Seismic response coefficient, Cs = Sus, (a/O =1.0 /G.5=0.154
Design base Shear, V = 0.154 W
Simplified Analysis Procedure
WIND
Basic Wind Speed (3 second gust), V = 85 MPH
Wind Importance factor, i = 1.0 from table 6-1 ASCE. 7-05 for Category It structures
Wind exposure B
Adjustment factor for building height and exposure from figure 6-2, ASC.E7-05, k = 1.0
Topographic factor, Kzt = 1.0
Simplified design wind pressure for Exposure 13, al h= 30 ft, and 1=1.0 from fig, 6-2, ASCE 7-05,
ps30= I6.0 psf
Simplified design wind pressures, ps-1,, Kit l ps30
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Coriterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code = 92253
Spectral Response Accelerations Ss and S1
Ss and Si = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Centroid Sa
(sec) (g)
0.2 1.500 (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Period Maximum Sa
(sec) (g)
0.2 1.515 (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Period Minimum-Sa
(sec) (g)
0.2 1.500 (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code 192253
Spectral Response Accelerations SMs and SM 1
SMs = FaSs and SM1 = FvS1
Site Class D - Fa = 1.0-,Fv = 1.5 �7-
Period Sa
(sec) (g)
0.2 1.500 (SMS, Site Class D) 4-
1.0 0.900 (SM'1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Zip Code = 92253
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
(sec) (9)
0-2 1.000 (SDs, Site Class D)
1.0 0.600 (SD1, Site Class D)
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