HomeMy WebLinkAbout15 MOON SHELL - CALCS:)! . . --r
V C
1 57 Kingswood, Irvine, CA 92620
Tel: 949-400-9608
Structural Calculation and Detailing Report
PROJECT: Enclosure of Existing Loggia
For Mr. Herbert Lee
ADDRESS: 15 Moonshell
Newport Beach, CA9265 7
CLIENT: KK Chang Architect, AIA.
FILE No.: 1423-0907
DATE: 712/2009
THESE CALCULATIONS ARE THE SOLE PROPERTY OF
YATAI CONSULTANTS, AND MAY NOT BE
USED WITHOUT WRITTEN CONSENT. THE BUILDING
OFFICIALS SHALL NOT ACCEPT THESE CALCULATIONS
UNLESS WET STAMPED AND SIGNED BY THE ENGINEER
OF RECORD.
f
1 /5
Description of the project:
I . Enclosure of existing loggia.
Design Codes:
2007 California Building Code with local amendment.
Design Criteria:
Seismic: Category ll, Site D
SMs= 1.769, SM 1= 0.978, SDs= 1,179, SDI=0.652.
Wind: Exposure C, 85 mph.
Roof DL: 22 psf
LL: 16 psf
Soil report per CBC minimum.
Soil Bearing Pressure = 1,500 psf
V. = 2,500 psi
fy = 60 ksi (Grade 60'reinforcing bars)
Disclosure:
Please be advised that the evaluation and recommendations made were based on
minimum design loads per current building codes without on -site intrusive investigation
and verifications. With this inherent limitation, the design and evaluation was done in
accordance with generally accepted engineering principles and practice. The
engineer of record shall be notified immediately when discrepancy occurs between the
actual on -site condition and this report and/or drawings for remedial solutions.
STUD OR COLUMN DESIGN:
DESCRIPTION:
9'-0" stud height
LOADING: DL(psf)
LL(psf) W OR H/2
DL(plf)
LL(plf)
ROOF: 22.00
16.00 5.00
110
80
WALL: 14.00
10.00
140
FLOOR: 0.00
0.00 0.00
0
0
WIND LOAD: P=
16.00 psf TL(plf):
Fp=
42
Hx= 9.00
ft
. psf
Hy= 0.00
ft
SPACING: 16.00
in
SELECT A TRIAL SIZE:
z x 4 v
NUMBER:
SIZE dy(in)
dx(in) A(inA2)
S(inA3)
1
I(in"4)
2 X 4 1.5
3.5 5.25
3.0625
5.359
CM= 1.00
Ct= 1 00
PAGE:
DATE:
JOB No:
AXIAL LOAD:
DEAD: 0.00
LIVE: 0.00
CL= 1.A0 Kf= 1
Cr = 1.15 CT= 1.00 K= 1 PIN:PIN
DOUGLAS FIR GRADE # 1
Fb Fv E Fe Fcn
875.00 95.00 1600000 1300 625
(le/d)y= 0 in Cb=(Lb+0.375)/Lb= 1.25
(le/d)x= 30.86 in
FOR VISUALLY GRADED SAWN LUMBER:
Kce= 0.3
c= 0.8
CHECK STUD FOR VERTICAL LO
ADS ONLY:
F b El
CD= 1.25
F'c F'cn
1383.59 1600000 470.49818 781.25
Fce= 504.12 psi
F*c= 1787.5 psi
PDL= 333.33333 PLL= 106.66667
Ptotal= 440
fc=P/A= 83.81 OKAY
CHECK STUDS FOR VERTICAL AND LATERAL LOADS:
F' b E F c F'cn
CD= 1.33
Fce= 504.12 psi
2007.47 1600000 472.82705 781.25
F*c= 1901.9 psi
w= 21.33 plf M=wh^2/8
fc=P/A=
2592.00 in -lb
83.81 OKAY
fb=M/S= 846.37 OKAY
CHECK COMBINED STRESSES:
check (fc/F'c)^2+(1/(1-fc/Fce))*fb/F'b <=1.0
(fc/F'c)^2+(1/(1-fc/Fce))*fb/F'b = 0.54 OKAY
CHECK DEFLECTION:
DEFLECTION CRITERIA: 240
MAXIMUM ALLOWED DEFLECTION:
ACTUAL DEFLECTION DUE TO LATERAL LOADS:
0.45 in
ADDITIONAL DEFLECTION DUE TO P-DELTA;
0.37 in
TOTAL ACTUAL DEFLECTION:
0.02 in
0.38 in
USE 1 2 X 4 DF# 2
OKAY
AT 16
CF= 1.1
Fce/F*c= 0.282
Cp= 0.263
CF= 1.5
Fce/F*c= 0.265
Cp= 0.249
psi
INCHES c/o
2/5
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 92657
Spectral Response Accelerations Ss and S 1
Ss and Sl = Mapped Spectral Acceleration Values
Data are based on a 0.01 deg grid spacing
Period Centroid So
(sec) (g)
0.2 1.623 (Ss)
110 0.579 (S 1)
Period Maximum So
(sec) (g)
0.2 1,769 (Ss)
1.0 0.652 (S 1)
Period Minimum So
(sec) (g)
0.2 1.554 (Ss)
1.0 0.551 (Si)
Conterminous 48 States
2005 ASCE 7 Standard
Zip Code = 92657
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SMI = Fv x S1
Site Class D
Period Centroid So
(sec) (g)
0.2 1.623 (SMs, Fa = 1.000)
1.0 0.869 (SMI, Fv = 1,500)
Period Maximum So
(sec) (g)
0.2 1.769 (SMs, Fa = 1.000)
1.0 0.978 (SM1, Fv = 1,500)
Period Minimum So
'(sec) (g)
0.2 1.554 (SMs, Fa = 1.000)
1.0 0.826 (SMI, Fv = 1.500)
2005 ASCE 7 Standard
Zip Code = 92657
Spectral Response Accelerations SDs and SDI
SDs = 2/3 x SMs and SDI = 2/3 x SMI
Site Class D
Period Centroid So
(sec) (g)
0.2 1.082 (SDs)
1.0 0.579 (SDI)
Period Maximum So
(sec) (g)
0.2 1.179 (SDs)
1.0 0.652 (SDI)
Period Minimum So
(sec) (g)
0.2 1.036 (SDs)
1.0 0.551 (SDI)
3/5
t
2007 CBC
RAGE:
LATERAL FORCES GENERATION AND DISTRIBUTION:
JOI3' No: 4/
LATERAL FORCES GENERATION AM6ISTR113UTION:
WINS: Pnet - qs Kz Cnet [I Kzt]
EXPOSURE:
SPEED $
OCCUPANCY CATEGORY; 1T
.. ._....�.
.............
H qs Itz
R rtt
I
Kzt
Pnet
15 18.6 0.85
1,00
1,00
1.00
15.72
20 18:5 0.90
1,00
1.00
1,00
16.65'
25 18:5 0.94
1.00
1.00
1.00
17,30
30 18.5 0.98
1.00
1.00
1.00
18.13
40:......._ IM 1,04 r
1.00
1.00
1.00
19.24
SEISMIC: _
ZIP CODS✓= 92667
Soil Site Class =
D
Seismic Design Category:
D
81= 0.65
SDS=
1.18
SD1=
0.65
R= 6
i=
1.00
T=
CT x h x = 0.11
CT =0:02, x =0.75
Cs = $Ds/(RII) =
0.20
CS -5 SD,/[T(PJI)i
0,97
Cs 0.581/(Rll)'-
0.06
Use CS =
0.20 x 0.7 = 0.1$8
Overall Bulding " hn" w
10.00
Hr=
4.00
1st STORY STRIP: T1
1st STORY STRIP: L1
W D/2 OR H/2x#
W D/2 OR H/2x#
ROOF: 26,00 10.00
260
ROOF:
26.00 22.00
572
I,WALLS: 10,00
0
LWALLS,
10,00
0
E,WALLS: 14.00 5.00
70
E,WALLS:
14.00 6.00
70
FLOOR:
0
FLOOR,
0
DECK:
0
DECK:
0
Wtotal:
330
Wtotal;
642
V= Coeff,xwfotal
46.39
V= Coeff.xWtotai
$8.31
WIND: ; ,
110,05
WIND:
110,45
It IV) mat t.It a 'r- f MAI
r P
Vras
G
Cam) xi o ) 5M `r"O PZMAIA
fJ GAMtt_ � Ncc, ,
301L ENGINEER: 2007CBC
REPORT: DATED:
wt. psf
with ft.
p/ft.
AT EXTERIOR
BEARING WALL
ROOF
22.00
0.00
0.00
ROOF
16.00
0.00
0.00
WALL
14.00
10.00
140.00
WALL
0.00
0.00
0.00
FLOOR
0.00
0.00
0.00
DECK
0.00
TOTAL
140.00
WIDTH=
1.12
AT
ROOF 0.00
ROOF 0.00
WALL 0.00
WALL 0.00
FLOOR 0.00
DECK 0.00
TOTAL 0.00
WIDTH= 0.00
AT
ROOF 0.00
ROOF 0.00
WALL 0.00
WALL 0.00
FLOOR 0.00
DECK 0.00
TOTAL 0.00
WIDTH= 0.00
PAGE:
DATE:
JOB No:
bp= 1,5
wt. psf with ft.
p/ft.
AT
ROOF
0,00
ROOF
0.00
WALL
0.00
WALL
0.00
FLOOR
0.00
DECK
0.00
TOTAL
0.00
WIDTH= 0.00
AT
ROOF
0.00
ROOF
0.00
WALL
0.00
WALL
0.00
FLOOR
0.00
DECK
0.00
TOTAL
0.00
WIDTH= 0.00
AT
ROOF
0.00
ROOF
0.00
WALL
0.00
WALL
0.00
FLOOR
0.00
DECK
0.00
TOTAL
0.00
WIDTH= 0.00
USE 16" WIDE BY 18" DEEP STRIP FTG @ NEW EXTERIOR WALL
245 TYP. REINF. T&B
CAPACITY OF CONTINUOUS FOOTING:
B= 15.00
D= 18.00 L= ((D+6in)*2)+4in=
UNREINFORCED FOOTING:
P= L*B*Sbp/144=
8125 LBS
REINFORCED FOOTING:
USING (1) REBAR
As= 0.30
M= As*1.48*(B+6in-3,5in)= 9.10
P= L*(B/12)*Sbp=
11686 LBS
USING MULTIPLE REBARS
As= 0.90
M= As*1.48*(B+6in-3.5in)=27.31
P= L*(B/12)*Sbp=
20238 LBS
52.00
L= 2*SQRT((2*M)/(B*Sbp/12000))= 6.23
L= 2*SQRT((2*M)/(B*Sbp/12000))= 10.79