07-1946 (AR) Structural Calcsz o CA.SITA REMODEL,
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zC) o z RANCHO LA QUINTA-COUNTRY CLUB.
-, 76-610 RANCHO LA QUINTA DR.
LA QUINTA, CA. 92253
�.:. JOB # 4696
6/14/2007
DESIGNER: JAMROS DESIGN SERVICES
CLIENT: RISEN'CONSTRUCTIOW .A
DESIGNED BY: R.F. ZEYAD FAQIR P.E.
QROFE-ES/p
M. Fq pl 4�G�
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No. 5:958 .
0 Exp. 06~30-0
civ �P
ATF OF CA1
R F STRUCTURAL CONSULTANTS, INC.
.75-153 MERLE DRIVE, STE. B, PALM. DESERT, CA., 92211
PunNF r7,<m R-if-innn FAY (74nl WIA,ARcr
DESIGN CRITERIA
ROOF LOAD 4 TO 12 SLOPE
TILE ROOF =
10.00 psf
` PLYWOOD =
2.50 psf
TRUSSES =
3.00 psf
DRYWALL
psf
INSULATION =
1.00 psf
MISCELLANEOUS
= 0.00 psf
DEAD LOAD, =
19.00 psf
LIVE LOAD =
16.00 psf
TOTAL -LOAD =
35.00 psf
EXTERIOR WALLS
= 15.00 PSF
INTERIOR WALLS
= 10.00 PSF
SEISMIC ZONE 4 FAULT TYPE'A
Na = 1..0 APPROXIMATELY 10.00:tKm TO FAULT
SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44 Na
.STRUCTURAL SYSTEM R = 4.5
-SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4:5) = 0.175W
SEE CALCULATIONS FOR p FACTOR
= -
WIND EXPOSURE C
WIND SPEED .70
N
MAXIMUM HEIGHT 15 ft. WIND FACTOR =
17.36 psf
MAXIMUM HEIGHT 20 ft. WIND FACTOR =
18.51 psf
MAXIMUM HEIGHT 25 ft. WIND FACTOR =
19.49 psf
-MAXIMUM HEIGHT 30 ft. WIND FACTOR =
20.15 psf
�r
MAXIMUM HEIGHT 35 ft. WIND FACTOR =
21.46 psf
SOIL BEARING PRESSURE = 1500 psf (assumed)
1997 UNIFORM BUILDING CODE / 2001 CALIFORNIA
BUILDING CODE
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COMPANY -PROJECT,
od
'Works'� � �^� !Y
Mar. 20, 2007 10:55 Beaml
Design Check CaIc6lation Sheet
Sizer 2004a,
[LO;ADS lbs'. psf, or p1l'
L ij J
Tvl�.e
e .
t
• Li ve
AnalvsiiF /Desiqr,
-/92
T
t e_vrj
2 e a r rq
G. 25F%;
Bend ng
f b
A-,
Ft. =
254 7
ftl/FbI
0.52
Live oe r"
..1
0.55 =
T
MAXIMUM, REACTIONS (Ibs) and BEARING LENGTHS (in):
D e :.- -J
Ar,:IvFit:
\I;j).,.je
1419
• Li ve
AnalvsiiF /Desiqr,
-/92
T
22211
2 e a r rq
G. 25F%;
Bend ng
f b
L.C. nu m—t e r
Ft. =
254 7
ftl/FbI
0.52
Live oe r"
..1
PSL, 2.OE, 290OFb, 3-1/2x11-7/8"
Self Weight of 12.99 plf automatically included in loads;
Lateral support: top= at supports bottom= at supports; Load c6mbinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and. Deflection (in) using NDS 2001:
Cvi t evi csr..
Ar,:IvFit:
\I;j).,.je
llesiqri
Value
AnalvsiiF /Desiqr,
G. 25F%;
Bend ng
f b
= 1330
Ft. =
254 7
ftl/FbI
0.52
Live oe r"
..1
0.55 =
L/360
C. 30
4
L/432
0.83 =
L/240
0.55
ADDITIONAL DATA:-
TOF:F:. D Ct4 Ct CC V. C.f.j Cr`:Circ Ci r: LC#
E� 29i.Q I Of) i,- - I
1 0 0 -0.6 / 7 1 . 0o 1 .00 1 0 0
1 00"
7
::p 00,
1 0 1)
7. i 00 2
Ber,J i r 91,'.O 1 t,:�14 1
She'_. _'LCi 2 V = 2211, V�JeE;ign = 1946 Ibs
1)efie,t_�.,
LC 4 =L D+L EI= 9;-e06 1 t, - i r, 2.
ij I De f I e c t i r, =+1'.00 De;�_j De f I e c f: i r,
Load Deflection! + Live Load
D= Je �_J L= I i ve -;"now r, J . 1=impact CL3=%:;.:,,rtCer, t eJ
LCIz;ei:e i:�.te:l. in the Analyr:;is
DESIGN NOTES:.
1. Plea.se verify that the default deflection. limits are appropriate for your application.
2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for -preliminary design only. For final member design contact your local
SCL manufacturer.
3.,Size factors vary from one manufact6:erto another for SCC materials. They can be changed in the database editor..,
ICOMPANY PROJECT&
'Works
Woon
iMar. 20,200710:56 Bearnl
Design Check Calculation Sheet
Sizer 2004a
LOADS lbs, psf, or plif
L.-. ad
1372137^
j rj 1:t j Cn
J
Live
Ana I -,:L. -i --/ Dee;iqr.
h e a- V
7/92
T i, a_
2.164
190
t e n
Lo a j I
lue a- J
A
}bl =
11130e
ft./Ft" = 0.89
Loa
L C`
uv r ur`
. 4-,e
2
L/360
14 C.
Loa37
1.35
L/ 3,1,3
1.39
L/240
0.59
A :16.1 .. Z!
,MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in)
M
De_
1372137^
Value
Desiqn.
Live
Ana I -,:L. -i --/ Dee;iqr.
h e a- V
7/92
T i, a_
2.164
190
2164
Bearing:
fl".
142r
}bl =
11130e
ft./Ft" = 0.89
Live, De.fl 'n
0.21 =
uv r ur`
. 4-,e
2
L/360
0.38
L Length
1.35
L/ 3,1,3
1.39
Glulam-Unbal., West Species, 24F -1.7E WS, 3-1/8x' ?
Self Weight of 7.31 plf automatically included in loads;
Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001:
Criterion
Pmal,�sis
Value
Desiqn.
Value
Ana I -,:L. -i --/ Dee;iqr.
h e a- V
190
f,,,/F\" = 0.40
e r, ngi+;
fl".
142r
}bl =
11130e
ft./Ft" = 0.89
Live, De.fl 'n
0.21 =
L/946
0.55 =
L/360
0.38
-�e f n
Total L
0.57,
L/ 3,1,3
0.83 =
L/240
0.59
ADDITIONAL DATA:
0 011.1 C t CL C. V C f6 Cr cf rt i -4o t e5 n LC
1.00 1.00 1.00 0 6-1i 0 1.000 1.00 1
.00 1.00 i . 00 2
190 1.01) 1.00 1.00 1.00 1.00 1.00 -
5100 I . 00 1.G0 1.00
1.7 rrii 11 i,:;ri 1.00 1 .00 1.010
Ben3-ing;4' L::4 2 = D+ L, 11 = 0921 lbj:-ft
Shear LC Y 2 = D+ L, V = 2164, N, dee:iqr: = 1902' Ibbs
Deflection: LCfi 2 = DA. L El -/GseoG It -in,
T�at,jl Deflec:tlton = 1.00jDead Load Defle,:;rion! + Live Loaj Deflection.
D=zle a j L= 1 i ve n V!=,a i nd I = i i n p a C. c. r, r": t 17 u ct" i o n C.L3= c. D n c. e n t r a t e J
(All LCI.� re .list. -3 ir*, the Analysis out.pjt
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/Al. C Al 90.1-1992
3. GLULAM: bxd = actual breadth x actual depth.
4. Glularn Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
T,
u v
f�
rc.
v v'
law.
J
u v
f�
LATERAL ANALYSIS
SECTION L1 LONGITUDINAL
AVERAGE TOP PLATE HEIGHT = 10.00 FT. AVERAGE ROO-F HEIGHT = 13.00
WIND FORCE 15 FT. MAX. HEIGHT = 17.36 PSF
WIND LOAD = 17.36 x (13.00 - 10.00/2 ) = 138.88 PLF
SEISMIC LOAD = 0. 175x((24. 00 x 38.00) + (15.00x2x5.00) + (10.00 x 2x 5.;00)) = 203.75 PLF
SEISMIC -GOVERNS = 203.75 PLF
MAX SHEAR= (203.75 x23.00)/(2x38:00)=61.66PLF
CHORD FORCE= (203).75 x235.00 x 23.00) /(-8 x-38.00) = 354.55 LBS
USE ( 6 ) 16D' S PER TOP PLATE SPLICE.
SECTION T2 TRANSVERSE
AVERAGE TOP PLATE HEIGHT = 10.00 FT. AVERAGE ROOF HEIGHT = 14:50
WIND FORCE 15 FT. MAX. HEIGHT = 17.36 PSF
WIND LOAD = 17.36 x (14.50 - 10.00/2) = 164.92 PLF
SEISMIC LOAD = 0.175X((24.00x23.00) + (15.00x2x5.00) + (10.00xlx5.001) = 131.60 PLF
WIND GOVERNS =1 64.92 PLF
MAX SHEAR = ( 164.92 x 38.00) / ( 2 x 23.00) = 136.24 PLF
CHORD FORCE = ( 164..92 x 38.00 x 3 8.00 ) / ( 8 x 23.00) = 1924.28 LBS
USE ( 14) 16D' S PER TOP PLATE SPLICE.
ty,
LATERAL ANALYSIS
SHEAR WALL # 1 FRONT OF GARAGE
TOTAL LOAD = 164.92 x 38.00/2 = 3133.48 LBS.
USE SIMPSON SHEAR WALL
SW24x8CAPACITY = 1610.00 LBS.
USE (2) SW24x8 FOR A TOTAL CAPACITY = 1610.00 x 2 = 3220.00 LLS.
MAX DRAG LOAD = 266.39 LBS. USE (6) 16D'S PER TOP PLATE SPLICE
USE 18:WIDE x 48" LONG x 32" DEEP FOOTING TO RESIST OVERTtTRNING
SHEAR WALL # 2 FEAR OF GARAGE
TOTAL LOAD = 164.92 x 62.00/2 = 5112.52 LBS.
SHEAR WALL LENGTH = 1.2.00 FT.
SHEAR WALL= 5112.52 / 12.00 = 426.04.00 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x'12" A. B. AT 12" O/C. W/ 2x SILL PLATE
MAX DRAG LOAD = 1801.18 LBS. USE ( 14) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 4115.78 LBS. USE SIMPSON BPAHD22 HOLDOWN EACH END
SHEAR WALL # 3 RIGHT OF GARAGE
TOTAL LOAD = 203.75x 23.00/2 = 2343:13 LBS.
SHEAR WALL LENGTH = 14.00 FT.
SHEAR WALL= 2343.13 / J�.00 = W6-4-5 PLF V5 • of
USE SHEAR WALL.TYPE 11. WITH 5/8" x 12" A. B. AT 32" O/C. 'v
MAX DRAG LOAD = 601.18 LBS..USE ( 6 ) 16D'S PER TOP PLATE SPLICE..
MAX. UPLIFT LOAD= �4115�j'9$I LBS. USE SIMPSON HPAHD22 HOLDOViN EACH END �V
ft�v °/
SHEAR WALL # 4 LEFT OF GARAGE
TOTAL LOAD = 203.75x 23.00/,2 = 2343.13 LBS.
SHEAR WALL LENGTH = 14'00 FT.
=_ SHEAR WALL =.2343.13 00 = 5 PLF,�/3a
USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A. B. AT 32" O/C. �-
1VIAX DRAG LOAD= 601::18 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. Ow",
MAX. UPLIFT LOAD= 115.78 BS. USE SIMPSON HPAHD22 HOLDON N EACH END. 6y1:�
FOUNDATION CALCULATIONS
SOILS BEARING PRESSURE = 1500 PSF (assumed)
MAX. LOAD = (35.00 x 26.00/2) + (15.0 * 0 x 10.00) + (150.00 x 12 x 12 /144) 755.00 PLF
WIDTH REQUIRED =75 5. 00 / 1500 x 12 = 7
USE, 12" WIDE x 12" DEEP CONTINUOUS FOOTING WITH (1) # 4 TOP AND BOTTOM
CAPACITY AT FRONT = (15 00 x 40 x 12) (12 x 12) = 5 000. 00 LBS
PAD DESIGN
NO PADS NEEDED
iF
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