10-0355 (AR) Revision 1 Structural Calcsle -owl
STRUCTURAL CALCULATIONS
FOR
THE MILLER RESIDENCE
BATHROOM # 4 ADDITION
AT
THE ENCLAVE, LOT 12 AND 13
CALLE FLORA
LA QUINTA, CA. 92253
JOB # 10-025
1,� 14►�l. CMS ' C�rtr+ ��ta+K'
DESIGNER: I OCHOA AND ASSOCIATES
CLIENT: Mr. A�4D Mrs. BOB AND SHARON MILLER
JUAN CARLOSPHOA AIA.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE %IA BY
-c-
RECEIVED
MAY 2 8 2010
BY:
OCHOA AND ASSOCIATES
73-221 HIGHWAY 111, PALM DESERT, CA. 92260
PHONE (760).773-6605 1 FAX (760) 773-6603
A Cy'�
v �
J JUAN C. OCHOA 0
C-28502
02/28/11 Q
OF CA�\�
dam'
DESIGN CRITERIA
2006 .INTERNATIONAL BUILDING CODE
.2007 CALIFORNIA BUILDING CODE
SOILS BEARING PRESSURE =1500 PSF (ASSUMED)
EXTERIOR WALLS = 15.00 PSF
INTERIbR WALLS =10.00 PSF
ROOF LOAD (4" per & slope)
ROOF DEAD LOAD:
CLAY TILE ROOFING = 5.00 PSF
SHEATHING' = 2.50 PSF
FRANbIING = 2.50 PSF
DRYWALL = 2.50 PSF
INSULATIONS = 1.50 PSF
WSCELLANEOUS = 1.00 PSF
TOTAL DEAD LOAD' = 25.00 PSF
ROOF LIVE LOAD = 20.00 PSF
TOTAL ROOF LOAD = 45.00 PSF
DESIGN CRITERIA SEISMIC LOADING
LOCATION: LA QUINTA, CA (2IPCODE: 92253)
Ss =1.515 Sl = 0.600 Sm =1.010 Sfl, = 0.600
SEISI EC DESIGN CATEGORY D (IBC SECTION 1613.5.6)
SITE CLASS D.. (ASSUN ED) (IBC SECTION 1613.5.2)
OCCUPANCY'CATEGORY 11. (IBC TABLE 1604.5)
SEISMIC ZeORTANCE FACTOR i =1.00 (ASCE 7-05, TABLE 11.5-1)
RESPONSE MODIFICATION COEFFICIENT R= 6.5 (ASCE 7-05, TABLE 12.2-1)
AT HARi . RAME PANEL R = 6.5 (EF CATALOG 6-08)
qT GA EYER STEEL COLUMNR =1.5 (ASCE 7-05, TABLE 12.2-1)
REMIND CY FACTOR p =1.30 (ASCE 7-05, SECT: 12.3.4.2)
BASES AR V = p x [SmU(1.4 x R)] x W (ASCE 7-05, EQU. 12.8-1 & 12.8-2)
BASE S n ;' = 1 �0 x [1..^.10 x 1.01(1:4 x 6.5)1= t3.145W
DESIGN -MIND LOADING
ASSUMED MOST CONSERVATWE ROOF ANG— 0- = 20°
psso =17.8 PSF
WIND EXPOSURE, CATEGORY C
WU\TD M'ORTANCE FAC i OR 1= 1.00
BASIC WIND SPEED 90 MPH
TOPOGRAPHIC FACTOR KzT =1.00
WIND FACTOR pS = X x Kz:r x I x psio
(ASCE 7-05, FIGURE 6-2)
(ASCE 7-05, SECT. 6.5.6.3)
(ASCE 7-05, TABLE 6-1)
(ASCE 7-05, FIGURE 6-1)
(ASCE 7-05, SECT. 6.5.7.2)
(ASCE 7-05, EQU. 6-1)
MAXMUM HEIGHT 15 ft (I =1.21) WIND FACTOR ps = 21.54 psf
MAX avnW HEIGHT 20 ft (A =1.29) WIND FACTOR ps = 22.97 psf
HEIGHT 25 ft (X =1.35) WIND FACTOR ps = 24.03 psi
P1LAMAUKI IM:GI?T 30 ft (A. =1.40) WIND FACTOR Fs = 24.92 psf
2
COMPANY PROJECT
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AV.:%. 2010 1*16 Beamt
Design Check Calculation Sheet
Suer 2004a
LOADS (lbs, Psl. or pff )
Load
Type
Distribution
Magnitude
Location [ft]
Pat -
fv = 47
525
Total
1273
Start End
Start End
tern
2
Loadl
Dead
Full Area
25.00(15.00)+
1.00
Total Defi'n
No
Load2
Live
Full Area
Load3
Dead
Full Area
15.00((3.00)*
No
*Tributary WAdth (ft) I
MAXIMUM REACTIONS (Ibs) and BEARING LENG,T (in) :
"�� Js"a �'2d ..it's.- - C . �: ..a"•"�„�g' �' �,c'••_
.'G- 5a �r":�-_ 'fr� � """",4+^v�-�.� s4 �s ''N+ "? �`2.k'✓<'k�`�''g�� 'E', yi'' + �:C� t r
t. :''' � 9"kL 7� ��".h i .r.� YTS -'': �'�€�I.� �7 . - "iF`✓`,
�:=
0• ` 3'-6"
Dead
748
j
748
Live
525
fv = 47
525
Total
1273
I
1273
Bearing:
2
Live Defl'n
2
LC number
Length
1.00
Total Defi'n
1.00
Timber -soft, D.Fir-L, Vo.1, 6W.
.Self Weigfd of 7.19pffautomatiew fincludedinloads:
Lateral support top= at supports, boftorrf= at '[.pad combmahorrs: ICC4BC;
Analysis vs. Allowable Stress (psi) and Deflection (in) using Ds 2001:
Criterion
Anal sisValue
Design Value
Anal si /Desi n
Shear
fv = 47
Frr' = 170
fv/Fv' = 0.27.
Bending(+)
fb = 482
Ei>' = 1200
fb/Fb' = 0.40
Live Defl'n
0.01 = <L/9 99
0.12 = L/360
0.07
Total Defi'n
0.02 = Q,/999
0.18 = L/240.
0.11
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF Cfu Cr ;Cfrt Ci Cn LCH
Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 X1.00 1.00 - 2
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fcp625 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
i
Bending(+): LC$ 2 = D+L, M = 1114 lbs -ft
Shear : LCO 2 = D+L, V = 1273, V design = 939 lbsi
Deflection: LCO 2 = D+L EI= 122eO6 lb -int
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
(D=dead L --live S --snow W- rind I=impact C=constructio' CLd=concentrated)
(All LC's are listed in the Analysis output)
DESIGN NOTES: i
1. Please verify that the default deflection tonus are aWmpdde for your application.
2. Sawn lumber bending members shall be laterally supported according to the prov sians of NDS Clause 4.4.1.
3
j I
I I
Ct
I I
L
z
D
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LATERALANALYSIS
SECTION 1 LONGITUDINAL
ROOF AVERAGE HEIGHT =11.00 FT. TOP PLATE AVERAGE HEIGHT = 9.00 FT.
20 FT.: MAX.ROOF HEIGHT, WIND FORCE = 2.1154 PSF
WINDLO,AD.AT FLOOR = 21.54 x (11.00 - 9.00/2) =140.01 PLF
SEISMIC ROOF = 0.145,x ( 25.00x14.00 + 15.00x2x5.0 10.00xlx5) = 79.75 Plf
WINIS GOVERNS = 140.01. PLF
MAX:SHEAR =140.01 x 14 / 2 x 10 = 98.00 PLF
CHORD FORCE =140.01 x 14 x 14 / 8 x 10 = 343.00 LBS
USE 1/2" CDX UNBLOCKED 24/0 WITH 8D'S AT 6' , 12" O/C.
USE (6) 16D' S PER TOP PLATE SPLICE .
SECTION 1 TRANSVERSE
ROOF.AVERAGE HEIGHT =12.00 FT. TOP PLATE AVERAGE HEIGHT = 9.00 FT.
25 FT MAX. HEIGHT, VAND LOAD = 21.54 PSF
WM LOAD AT FLOOR = 21.54 x (12.00 - 9.00/2) =161.55 PLF
SEISMIC ROOF = 0.145 x ( 25.00x16.00 + 15.00x2x10.0+ 10.00xlx5) = 87.00 PLF
WIND GOVERNS =161.55 PLF
MAX SHEAR =161.55 x 10 / 2 x14 = 57.70 PLF
CHORD FORCE = 161.55 x 10 x 10 / 8 x 14 =144.42 LBS
USE 1/2" CDX UNBLOCKED 24/0 WITH 8D'S AT 6", 12" -01C.
USE (6) 16D' S PER TOP PLATE SPLICE
5
I
SHEAR WALL DESIGN
SW #1 RIGHT OF BATHROOM4
TOTAL; LOAD =140.01 x14.00/ 2 = 980.00 LBS
SHEAR WALE, LENGTH = 9.50 FT AROUND WINDOW
SHEAR, WALL = 980.00 / 7.50 =130.67 PLF
USE SHEAR WALL, TYPE 10 WITH 5/8" x 12" A. B. AT 48" O/C.
MAX DRAG = 138.00 LBS USE (6) 161D'S PER TOP PLATE SPLICE.
MAXIMUM UPLIFT =103.91 LBS. HOLDOWNS NOT REQUIRED
SW #2 RIGHT OF BDRM #4
TOTAL LOAD =140.01. x'.00/ 2 =®0 LBS � � (o0;14
SHEAR WALL LENGTH = 7.00 FT
SHEAR WALL A9,g0.00 / 7.00 =+4&%-PLF 100- d tl
USE SIHEARWALL TYPE 11 WITH 5/8" x 12"A- B. AT 32" O/C TO MATCH EXISTING
SHEARWAIL, ALONG THIS LINE
MAX DRAG = 523.60 LBS USE (6)16D'S PER TOP PLATE SPLICE. W --
MAXIMUM UPLIFT =1 98 LBS USE SIMPSON HDU5 HOLDOWNS EACH END OK, .
SW #3. REAR OF BATHROOM4
TOTAL LOAD =161.55 x 10.00/ 2 = 907.75 LBS
SHEAR WALL LENGTH =10.00 FT.
SHEAR WALL = 907.75 / 10.00 = 90.78 PLF
USE SHEAR WALL TYPE 10 WITH 5/8"x 12"A- B. AT 48" O/C
MAX DRAG = 464.00 LBS USE (6)16D'S PER TOP PLATE SPLICE.
MAXIMUM UPLIFT = 387.15 LBS HOLDOWNS NOT REQUIRED
SW #4 FRONT OF BATHROOM 4
TOTAL LOAD = -161.55 x 10.00/2 = 907.75 LBS
SHEAR WALL LENGTH = 5.00 + 5.00 =10.00 FT
SHEAR WALL = 907.75 / 10.00 = 90.78 PLF
USE SHEAR WALL TYPE 10 WITH 5/8 x 12" A B. AT 48" O/C
MAX DRAG =19.28 LBS USE (6) 16D'S PER TOP PLATE SPLICE.
MAXIMUM UPLIFT = 340.47LBS. HOLDOWNS NOT REQUIRED
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t4�F ,�ec,.�lr� �•o� , ��o =229
w�p .mss 229}e�i�-s� � Zs2.49-P�f
0,00
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FOUNDATION DESIGN
SOILS BEARING PRESSURE =1500 PSF PER SOILS REPORT
MAX LOAD = (45.00x28.0/2) + (15.00x12.00) + (150.00x12x12/144) = 975.00 PLF
AT ONE STORY FOUNDATIONS WIDTH REQUIRED = 975.00 / 1500 = 8"
12" WIDE x 12" DEEP CONTINUOUS FOOTINGS WITH (1) # 4 BARS TOP AND
BOTTOM.
FOOTINCr, CAPACITY = (1500 x 40 x 12) / (12x12) = 5000.00 LBS
PADS DESIGN
PADS NOT REQUIRED
L