07-1520 (AR) Structural CalcsY N,
STRUCTURAL CALCULATIONS
FOR
NORDBLOM- RESIDENCE
A REMODEL /ADDITION
AT
50055 CALLE ROSARITA
LA QUINTA, CA. 92253
JOB # 4699 ,
6/20/2007
DESIGNER: MARK B. VALENTINO ARCHITECT'
CLIENT: MARK B. VALENTINO ARCHITECT
DESIGNED BY: T.L. ZEY�D QIH P.E.
QFapf ESS/0N
OM.
CITY OF LA QUINTA
BUILDING &SAFETY DEPT, fro: 57958
APPROVED Exp. 06-30-0
FOR CONSTRUCTION sT
c,v,�
oar
DA a t' .OF CAO-
R F STRUCTURAL CONSULTANTS, INC.
_ 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. 92211
PHONE (760) 836-1000 FAX (760) 836-0856
#�&K 0-�
� 1
. y619
DESIGN CRITERIA
ROOF LOAD AT 1/4 TO 12 SLOPE:
BUILT-UP ROOF = 10.00 psf
PLYWOOD= 2.00 psf
TRUSSES= 3.00 psf
DRYWALL = 2.00 psf
INSULATION = 1.00 psf
MISCELLANEOUS =2.00 psf
DEAD LOAD 20.00 psf .
LIVE LOAD = 20.00 psf
TOTAL = 40.00 psf
EXTERIOR WALLS =15.00 psf
INTERIOR WALLS =10.00 psf
SEISMIC ZONE 4 FAULT TYPE A `
Na =1.0 APPROXIMATELY 10+ km TO FAULT
SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na
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 MPH
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
SOIL BEARING PRESSURE ASSUMED 1500 psf
1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE
` COMPANY_ PROJECT yG
® R.F. Structural Consultants, Inc. Nordblorn Residence .
WoodWorks 75-153 Mede Drive, Suite B Remodel.Addition
Palm Desert, CA 92211 50055 Calle Rosarita '
mrnvAaeroaWOW ntsrcn .lune 20, 2007 11:54 La Quints, CA 92253
Beam #1 - HDR at Rear of Living
Room
Design Check Calculation Sheet
Sizer 2004a
LOADS (Ibs, psf, or pif )
Load
Type
Distribution
'.Magnitude
Start • End.
Location .(ft).
Start End
Pat -
tern,
Loadl
Dead
Full Area
20.00(15.00)*
�� '~
No'
Load2, -
Live
Full Area
20:00(15.00)*
1170
No
Load3
Dead
Full Area
15.00 (3.00)*
No
Load4..
Dead ,,
Partial Area
20.00 (6.50)*
0.00 2.00
No
Load5
Live
Partial Area
20.00 (6.50)*
. 0.00 2.00
No
*Tributary Width.(ft)
MAXIMUM REA
fi§. . ^ '-' ..x•uf'„yyrn:'fit ,iL`•'�' a. x m vritrfljcinPaax.. th S%fR `-'ro%e�,�'. x h„ ' tt''�{^
i ry isN t ti 'r - gi t f
stn."�`,'o' ��_Cyyy..`���" y,'8.•Jh' sw ✓r .i�ayty",ar'rfi- �` .1'
F7 `Ta''gri5 R.itY
• ��R w� s, b � ,r ..,,t 'x"? t "��,y� �..,�+Ly�S �sY� �."1 t•�^ij^.t'.sr fr 3%r�'�t�4 ��R r F y., at S" k{i�'1'u.
.. %. ��+a•a.. �} `� �d"h3 a:# x`�+-.. tw'cn� .'YiF... �" �. �, xMS�
,. , s. .w.�v . * �.. ... .`.:..<.., r .•. ��. <.er:x � i � o� r�n � rasa . , � • _ m:rk ..� ux.xx."�%83 ; � .w,; ,�s:....u� e
+ . 0' 3 6
Dead
797
Value
686
Live
711
; t -
_
599
Total
1508
�� '~
1285
bearing:
fb =
Y -
Fb' =
1170
fb/Fb1. = 0.73
Dead •'Defl'n
0.02'=
LC number.
2
2
Len th
1.00
-
1:00
Lumber-soft,'D.Fir-L, No.2, 4x6"
Self Weight of 4.57 plf automatically included in loads;
` Lateral support: top= full, bottom= at supports; Load combinations: ICBO-UBC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001
Criterion
Analysis
Value
Design
Value
Analysis/Design.
Shear
fv =
86
Fv'• =
180
fv/Fv' = 0.48
Bending(+)
fb =
650
Fb' =
1170
fb/Fb1. = 0.73
Dead •'Defl'n
0.02'=
<L/999
Live Defl'n
0.02
<L/999
0.12 =
L/360
0.14
,Total'Defl'n
0.04 =
<L/999•
0:18 =
L/240
X0.20'
ADDITIONAL DATA: '
FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCii
Fb'+ 900 1.00 •,1.00 '1.00 1.000 11.300 v1.00 1.00 1.00 1.00 - 2
Fv' 180 1.00. 1.00. 1.00 - - - 1.00 1:00 1.00 2 3
Fcp' .625 - 1.00 1.00 - - - - 1.00 1.00 - - -
E' 1.6 million 1.00 1.00. - - - -f 1.00 ,1.00 - 2
Bending(+): LCN 2 = D+L, M = 1250 lbs -ft
Shear LC# 2 =,D+L, V = 1508, V design = 1099 lbs
Deflection: LC# 2 = D+L EI= 18e06 lb -int
Total Deflection,.= 1.00(Dead Load'Deflection) + Live Load Deflection..
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.-
2.
pplication'2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
qr.; .
COMPANY PROJECT 7 9
® R.F. Structural Consultants, Inc. Nordblorl Residence ry
75-153 Merle Drive, Suite B RemodeJAddition
WoodWorks
Palm Desert, CA 92211 50055 Calle Rosarita .
snmv�uaroewannne'srcN June 20, 200711:54 La Quinti, CA 92253
I
Typ. Roof Joist (1)
Design Check Calculation Sheet
Sizer 2004a
LOADS ( lbs, psf, or ptf )
Load
Type
Distribution
Magnitude
Location [ft]
Pat -
Analysis Value
147
Total
Start End
Start End
tern
Loadl
Dead
Full Area
20.00 (16.0)*
Bearing:
No
Load2.
Live
Full Area
20.00 (16.0)*
<L/999
No
*Tributary Width (in)
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0'
11'
Dead
165
Lumber -soft, D.Fir-L, No.2, 2x10"
Spaced at 15' c/c; Self Weight of 3.3 pif automatically Included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBG -UBC;
165
Live
147
Analysis Value
147
Total
311
1
311
Bearing:
138
fb/Fb' =
0.92
LC number
2
<L/999
2
Length
1.00
1.00
ADDITIONAL DATA:
FACTORS: F CD `CM Ct CL CF Cfu Cr Cfrt• Ci Cn LC
Fb'+ 900 1.00.'1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2
Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
Fcp' 625 - . 1.00 1.00 - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - •1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 857 lbs -ft
Shear LC# 2 = D+L, V 311, V design 268 lbs
Deflection: 'LC# 2 = D+L EI= 158e06 lb-in2
Total Deflection = 1.00(Dead Load Deflection) +.Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
.(All LC's are listed in the Analysis output) .
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Lumber -soft, D.Fir-L, No.2, 2x10"
Spaced at 15' c/c; Self Weight of 3.3 pif automatically Included in loads;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICBG -UBC;
Analysis vs. Allowable Stress (psi) and Deflection
(in) using NDS 20.01:
Analysis/Design
fv/Fv' _ _0.16
Criterion
Analysis Value
Design Value
Shear
Bending(+)
fv = 29
fb = 480
Fv' _ .180
Fb'.=1
ADDITIONAL DATA:
FACTORS: F CD `CM Ct CL CF Cfu Cr Cfrt• Ci Cn LC
Fb'+ 900 1.00.'1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2
Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
Fcp' 625 - . 1.00 1.00 - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - •1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 857 lbs -ft
Shear LC# 2 = D+L, V 311, V design 268 lbs
Deflection: 'LC# 2 = D+L EI= 158e06 lb-in2
Total Deflection = 1.00(Dead Load Deflection) +.Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
.(All LC's are listed in the Analysis output) .
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
138
fb/Fb' =
0.92
Dead Defl'n
0.06 =
<L/999
Live-Defl'n
0.06 ="<L/999
0.55'=
L/240
0.10
Total Defl'n
0.12 =
<L/999
0.55.=
L/240
0.21
ADDITIONAL DATA:
FACTORS: F CD `CM Ct CL CF Cfu Cr Cfrt• Ci Cn LC
Fb'+ 900 1.00.'1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2
Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2
Fcp' 625 - . 1.00 1.00 - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - •1.00 1.00 - 2
Bending(+): LC# 2 = D+L, M = 857 lbs -ft
Shear LC# 2 = D+L, V 311, V design 268 lbs
Deflection: 'LC# 2 = D+L EI= 158e06 lb-in2
Total Deflection = 1.00(Dead Load Deflection) +.Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
.(All LC's are listed in the Analysis output) .
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
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LATERAL ANALYSIS
SECTION #1 LONGITUDINAL
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT = 12.00 FT
WIND FORCE (70 MPH) ='17.36 PSF
WIND LOAD = 17.36 psf x (12.00 ft-10.00ft/2) x (0.8/1.3) = 75 PLF (wind inward only) .
SEISMIC LOAD= 0.175 x ((20:00 x 14.00)+(15.00 x 2 x 5.00))
SEISMIC LOAD= 76 PLF
SEISMIC GOVERNS = 76 PLF
MAX. SHEAR = 76 plf x (11.00 ft)/(2 x 14.00 ft) 30 PLF
CHORD FORCE = 76 plfx (11.00 ft**2)/(8 x 14.00 ft) = 83 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
SECTION #2 LONGITUDINAL
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT =.18.00 FT
WIND FORCE (70 MPH) = 18.51 PSF
WIND LOAD = 18.51 psf x (18.00 ft-10.00ft/2) = 241 PLF
SEISMIC LOAD=.0.175 x ((20.00 x 45.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00))
SEISMIC LOAD=.202 PLF
WIND GOVERNS = 241 PLF
MAX. SHEAR = 241 plf x (29.00 ft)/(2 x 45.00 ft) = 78 PLF
CHORD FORCE =. 241 plf x (29.00 ft* *2)/(8 x 45.00 ft) 564LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
SECTION #1 TRANSVERSE"
PLATE HEIGHT = 10.00 FT
ROOF AVERAGE HEIGHT =.12.00 FT
WIND FORCE (70 MPH) =17.36 PSF
WIND LOAD = 17.36 psf x (12.00 ft-10.00ft/2) x (0.8/1.3) = 75 PLF (wind inward only)
SEISMIC LOAD= 0.175 x ((20.00 x 11.00)+(15.00 x 2 x 5.00))
SEISMIC LOAD= 65 PLF
WIND GOVERNS= 75 PLF
MAX. SHEAR = 75 Of x (10.00 ft)/(2 x 11.00 ft) = 35 PLF
CHORD FORCE = 75 plf x (10.00 ft* *2)/(8 x 11.00 ft) = 86 LBS
USE (6) 16 D's PER TOP PLATE SPLICE.
LATERAL ANALYSIS
SHEAR WALL #1 LEFT WALL- OF ADDITION
TOTAL LOAD = 76 plf x (11.00 ft/2) = 418 LBS
SHEAR WALL LENGTH = 10.00 FT.
SHEAR WALL = 418 lbs/10.00 ft = 42 PLF
USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.
MAX. DRAG LOAD = 70 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. .
MAX. UPLIFT LOAD = -80 LBS
NO UPLIFT, NO.HOLDOWNS REQUIRED.
SHEAR WALL #2 RIGHT WALL OF ADDITION
TOTAL LOAD = 75 plf x (11.00 ft/2) + 241 plf x (29.00 ft/2) = 3907 LBS
SHEAR WALL LENGTH =11.50 FT
SHEAR WALL = 3907 lbs/11.50 ft = 340 PLF
USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL.
MAX. DRAG LOAD = 602 LBS. USE (12) 16D'S PER TOP PLATE SPLICE.
MAX. UPLIFT LOAD = 2404 LBS
USE SIMPSON HTT22 TO HOLD DOWN EACH END,
SHEAR WALL #3 FRONT WALL OF ADDITION
TOTAL LOAD = 75 plf x (12.00 ft/2) = 450 LBS
USE HARDY FRAME PANEL, USE (1) HF 10 x 18-7/8. .
.TOTAL CAPACITY =1912 LBS
MAX. DRAG LOAD = 348 LBS. USE (6) 16D'S PER TOP PLATE SPLICE.
SHEAR WALL #4 REAR WALL OF ADDITION
TOTAL LOAD = 75 plf x (14.00 ft/2) = 525 LBS
USE HARDY FRAME PANEL, USE (1) HF 10 x,12-7/8.
TOTAL CAPACITY = 715 LBS
MAX. DRAG LOAD = 478 LBS. USE (6).16D'S PER TOP PLATE SPLICE..
FOUNUA I !UN ANALYSIS
(SB) SOIL BEARING = / 005 PSF
� MED
TTO OooNSTRURCIONPRIOR
OONFIRMEd BY SOItS IREPORT
OOMNOU5 FO
LOAD FOOTIONG_ rr
_ cci�d PP4*ROOF l5�5 x /2-� — d
WALL.
f04R -- d X•
COSELF�G� - 5 a L J
t i
TOTAL' _ S PLF
(W) WIDTH REQUIRED
�.i 1
WIDE X I DEEP. coMINUOUS FOOTING @
USE -2";2- 1 STORY PORTIONS
AM. ABLE PAINT t nAD ON wxp NUOUS F04TINC
PMAX= SBxSxW
144:..__ __ POST
P MAX @ c -STORE - 5X00
P ALLOWABLE = P MAX TONAL (S/12)
��.-o ..
Sa40 AT t STORY
S-52 AT 2 STORY
ma