04-6144 (SFD) Structural Calcs4e
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA
STRUCTURAL C
.1 OF 22
2/14/05
cffy OF LA A
BUILDING & SAFETY DEPT.
APPROVED
FDR CONSTRUCTION
OA itLl-l- BY
A CUSTOM RESIDENCE
FOR:
HAROLD ANSCHEL
1-71A
FLORES DE MONTANA
LOT 7 - W-coltir
lacmemotwo
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LA QUINTA, CALII � ¢ ; Lq!n PEh trT Pm
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'Al 2 5 2005
�Toi it "RAI ®NLS'
CHARLES D. GARLAND,
LICENSE N., 11991. EXP
EFRAIN F_ ARDENASD,
MAR 2 20D5
By
l
3
CALCULATIONS 2 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
LOAD...............................:.................. Page. 3
BEAM...................................................... Page 4
COLUMN....., ........................................ Page 6
LATERAL ANALYSIS .................. Page 7
SEISMIC ZONE, ......................... Page 8
SHEAR WALL REQUIREMENTS... Page 18
FOUNDATION ................ ............Page 19
1'
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7
LOADS :
ROOF
EXTERIOR WALLS:
PSF
WOOD STUDS =
PSF
1/2 GYRBD.2SIDES =
PSF
INSULATION =
2
WOOD STUDS =
2
TILE =
9
1/2" GYP BD. =
2
SHEATHING =
' 1
7/8" STUCCO =
10
RAFTERS =
2
INSULATION=
1
INSULATION =
1
GYP. BD. =
6
D.L.=
15 PSF
D. L _
19
L. L =
16
TOTAL LOAD = 35 PSF
INTERIOR WALLS:
PSF
WOOD STUDS =
2
1/2 GYRBD.2SIDES =
3
INSULATION =
2
D.L= 7 PSF
30 F 22
2/14/05
t j
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORE'S DE MONTANA LOT 7
BEAM DESIGN
HDR.
SPAN = 8.0 ft
TRIB. AREA = 15.0 ft
D1= 19:0 Ib/ft
L. L 20.0 Ib/ft
TOTAL 39.0 Ib/ft'
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
Load Factor Co =
Wet. Service Factor CM =
Tem peratu re, Factor Ct
Size Factor CF =
Repetitive m. Fact. Cr =
Incising Factor Ci =
Shear stress Factor CH _
585' Ib/II
e:oo n
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M'/ F'b S= 44.93 in"3
f b = M/S
ALLOW F'b = ACT. f b
1250 psi > 678.8 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F `v = 119 psi > f v = 67.1'8 psi
DEFLECTION
5WL L^4 = 0.08 in
384 E` I
E'= E (CM)(C)(C) 1700000 psi
d'max = L/240 0.40 in
1.25
1,00
1:00
1.00
1.00
1.00
1.00 W = 585.0 Ib/ft
M=WxL2/8
M= 4686.0 ft -1b
M= 56160 in -Ib
V=WxL/2
V= 2340 lb
4 OF 22
2'/14/05
USE
6 X 10 Area, = 52.3 in"2
Section= 82.7 in^3
Moment of Inertia= 393 in^4
OK
OK
OK
BEAM 6X 10.
.'I I
CALCULATIONS 5 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
BEAM DESIGN
HDR 2.
SPAN = 6.0 ft
TRIB. AREA = 15.0 ft
Dl = 19.0 Ib/ft
Ll = 20.0 Ib/ft
TOTAL 39.0 Ib/ft
DOUGLAS FIR -LARCH No 1=
Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
Load . Factor Co =
1.25
Wet. Service Factor Cm =
1.00
Temperature Factor Ct =
1.00
Size Factor CF '=
1.00
Repetitive m. Fact. Cr =
1.00
Incising Factor Ci =
1.00
Shear stress Factor CH =
1.00
W = 585.0 Ib/ft
SOS cart
8.00 rt
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Q)
F'b = 1250 psi
Req'd S = M / F'b S= 25.21 in43
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 612.7 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) fro= 1.5 V / A
F'v = 119 psi > f v- 63.82 psi
DEFLECTION
M= WxL'/8
M= 2632.5 ft -lb
M= 31590 in -Ib
V=WxL/2
V= 1755 Ib
USE
6 X 8 Area= 41'.3 in"2
Section= 51.6 in^3
Moment of Inertia= 193 in^4
OK
OK
5WLL^4 = 0.05 in
384 E' I OK
E'= E (CM)(G)(C) 1700000 psi
BEAM 6 X 8
d max = L / 240 = 0.30 in
t
CALCULATIONS 6 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
BEAM DESIGN
HDR 3
SPAN = 8.0 ft
TRIB. AREA = 17.0 k
D.L = 19.0 Ib/ft
Ll = 20.0 Ib/ft
TOTAL 39.0 Ib/ft
DOUGLAS FIR -LARCH No 1= Fb: = 1000 psi
Fv = 95 psi
E = 1700000 psi
Load Factor Co =
Wet. Service Factor CM =
Temperature Factor Ct =
Size Factor Cr
Repetitive m. Fact. Cr =
.Incising Factor Ci =
Shear stress Factor CH =
W3 IbM
IE 8.00 ft
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M / F'b S= 50.92 in^3
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 769.3 psi.
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) - f v = 1.5. V / A
F'v = 119 psi > f = 76.13 psi
DEFLECTION
1.25
1.00
1.00
1.00
1.00
1.00
1.00 W = 663.0 Ib/ft
M= WxL2/8
M= 5304.0 ft -Ib
M= 63648 in -Ib
V=WxL/2
V= 2652 lb
USE
6'X 10 Area= 52.3 in"2
Section= 82.7 iin^3
Moment of -inertia= 393 in^4
OK
OK
5WL L^4 0.09 in
384 E' I OK
E'= .E (CM)_(C<)(Q) 1.700.000 psi
BEAM 6 X 10
d max- L/240 = 0.40 in
w
CALCULATIONS 7 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
BEAM DESIGN
BEAM 1
SPAN = 48.0 ft
TRIB. AREA = 8.0 ft
D.L = 19.0 Ib/ft
Ll = 20.0 Ib/ft
TOTAL 39.0 lb/ft
DOUGLAS FIR -LARCH No 1= Fb = 1.000 psi
Fv = 05 psi
E = 1700000 psi
Load Factor Co =
Wet. Service. Factor CM =
Temperature Factor Ct =
Size Factor CF
Repetitive m. Fact. Cr
Incising Factor Ci
Shear stress F.actorC, _
312 IWMI
NE 18.00 ft
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Q)
F'b = 1250 psi
Req'd S = M /F'b S= 121.31 in"3
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 907.4 psi
SHEAR
F'v = FV(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 56.73 psi
DEFLECTION
5WL L^4 0.38 in.
384 E' I
E'= E (Cw)(G)(C) 1700000 psi.
d max = L / 240 = 0.90 in
1:25
1.00.
1.00
1.00
1.00
1.00
1.00 W- 312.0 Ib/ft
M=WxL2/8
M= 12636.0 ft -Ib
M= 1.51632 in -Ib
V=WxL/2
V= 28081b
USE
6 X 14 Area= 74,3 in^2
Section= 167 in"3
Moment of Inertia= 1128 in"4
OK
OK
OK
BEAM 6X 14
CALCULATIONS a OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/11/05
BEAM DESIGN
BEAM 2.
SPAN = 9.0 ft
TRIB. AREA = 12.0 ft
Dl = 19.0 Ib/ft
Ll = 20.0 Ib/ft
TOTAL 39.0 Ib/ft
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
Load Factor Co =
Wet. Service Factor CM =
Temperature Factor Ct
Size Factor CF =
Repetitive m. Fact. Cr =
Incising Factor Ci =
Shear stress Factor CH =
46& fibre
9.00 n
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1225 psi
Req'd S = M / F'b S=
ALLOW F'b =
1225 psi
46.42 in^3
f b = M/S
ACT. f b =
> 469.2 psi
.SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 49.94 psi
DEFLECTION
1.25
1.00
1.00
0.98
1.00
1.00
1.00
W = 468.0 Ib/ft
M= Wxv/8
M= 4738.5 ft -Ib
M= 56862 in -Ib
V=WxL/2
V= 2106 Ib
USE
6 X 12 :Area= 63.3 in^2
Section= 121 in^3
Moment of Inertia= 697 in^4
OK
OK
5WL L^4 0.06 in
384 E' I OK
E'= E (Cm)(Ci)(Ci) 1700000 psi
BEAM 6 X 12
d max = L /240 = 0A5 in
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7
BEAM DESIGN
BEAM 3
SPAN = 24.0 ft
TRIB. AREA = 6.0 ft
DOUGLAS FIR -LARCH No 1= Fb = 1,000 psi
Fv = 95 psi
E = .1700000 psi'
SHEAR
F'v = FV(CD)(CM)(Ct)(CH) f v = 1..5V / A
F'v = 119 psi > fro = 56.73 psi OK
DEFLECTION
5WL L"4 = 0.91 in
384 E' I OK
E'= E (C.)(0)(0) 1700000 psi
BEAM 6 X 14
d max = L./ 240 1,20 in
9OF22
2/14/05
Load Factor Co =
1.25
Wet. Service Factor CN =
1.00
D.L = 19.0 Ib/ft
Temperature Factor Ct =
1.00
Ll = 20.0 Ib/ft
Size Factor CF =
0.98
TOTAL 39.0 Ib/ft
Repetitive m. Fact. Cr =
1.00
Incising Factor Ci =
1.00
Shear stress Factor C. =
1.00 W = 234.0 Ib/ft
M=WxL=/8
2341bM
M= 16848:0 ft -Ib
M= 202176 in -1b
V= W x L./ 2
24.00 n
BENDING
V= 2808 lb
F'b = Fbx(CD)(CM)(Ct)(CF)(Gr)(Ci)
F'b = 1225 psi
USE
Req'd S = M / F'b S=
1.65.04 in"3
6X 14 Area= 74.3 in"2
f = M/S
Section= 167 in^3
ALLOW F'b =
ACT. f b =
Moment,of Inertia= 1128 in"4.
1225 psi
> 1209.9 psi
OK
SHEAR
F'v = FV(CD)(CM)(Ct)(CH) f v = 1..5V / A
F'v = 119 psi > fro = 56.73 psi OK
DEFLECTION
5WL L"4 = 0.91 in
384 E' I OK
E'= E (C.)(0)(0) 1700000 psi
BEAM 6 X 14
d max = L./ 240 1,20 in
9OF22
2/14/05
CALCULATIONS
A CUSTOM RESIDENCE FOR
FLORES DE MONTANA LOT 7
BEAM DESIGN
BEAM #4
SPAN = 8.0 ft
SPAN 2 = 4.0 ft.
TRIB. AREA = 4.0 ft
DOUGLAS FIR -LARCH No 2= Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
Load Factor CD= 1.25
P=
650
Ib
Wet: Service Factor CM =
1.00
Dl =
19.0
Ib/ft
Temperature Factor Ct>=
1..00
L, L =
20.0
lb/ft
Size. Factor CF =
1.00.
TOTAL
39.0
Ib/ft
Repetitive m. Fact. Cr =
1.00
Incising Factor Ci =
1.00
Shear stress Factor CH =
1.00
P
1
159 Wit
M1
Q. M2
8.00 A
4.0 __>
BENDING
F`b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M / F'b S= 14.06 in"3
M= 17576 f b = M/S
ALLOW F'b _ ACT. :f b =
1250 psi > 212.5 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 41.05 psi
W =
156.0 Ib/ft
M1=
702.0 ft -Ib
M1=
8424 in -ib
M2=
1248 ft -1b
M2=
1497.6 in -Ib
M(p)=
2600 in -Ib
V= 780 lb
V= 650 lb
'USE
6 X 10 Area= 52.3 in"2
Section= 82.7 in^3
Moment of Inertia= 393 in"4
OK
OK
BEAM 6X 10
10 OF 22
2/14/05
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7
BEAM DESIGN
BEAM 5
SPAN = 16.0 ft
TRIB..AREA = 1.3.0 ft
D.L = 19.0 Ib/ft
Ll = 20.0 Ib/ft
TOTAL 39.0 Ib/ft
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
501 ILMI
18.00 rt
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1225 psi
Req'd S M / F'b S= 158.93 in"3
f b = M/S
ALLOW F'b = ACT. f b =
1225 psi > 1165.1 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v 1..5 V / A
F'v = 119 psi > f v = 81.94 psi
DEFLECTION
5Wc L^4 = 0.39 in
384 E' I
E'= E (CM)(G)(CI) 1700000 psi
d max = L./ 240 = 0.80 in
M= WxL2/8
M= 16224.0 ft -Ib
M= 194688 in -Ib
V=WxL/2
V= 4056 lb
USE
6 X 14 Area= 74.3 in"2
Section= 167 in"3
Moment of Inertia= 1128 in"4
OK
CSI 1
OK
BEAM 6X 14
11 OF 22
2/14/05
Fv = 95 psi
E = 1700000 psi
Load Factor Co =
1.25
Wet. Service Factor CM =
1.00
Temperature Factor Ct =
1.00
Size Factor CF =
0.98
Repetitive m. Fact. Cr =
1.00
Incising Factor Ci =
1.00
Shear stress Factor CH '=
1.00 W = 507.0 Ib/ft
501 ILMI
18.00 rt
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1225 psi
Req'd S M / F'b S= 158.93 in"3
f b = M/S
ALLOW F'b = ACT. f b =
1225 psi > 1165.1 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v 1..5 V / A
F'v = 119 psi > f v = 81.94 psi
DEFLECTION
5Wc L^4 = 0.39 in
384 E' I
E'= E (CM)(G)(CI) 1700000 psi
d max = L./ 240 = 0.80 in
M= WxL2/8
M= 16224.0 ft -Ib
M= 194688 in -Ib
V=WxL/2
V= 4056 lb
USE
6 X 14 Area= 74.3 in"2
Section= 167 in"3
Moment of Inertia= 1128 in"4
OK
CSI 1
OK
BEAM 6X 14
11 OF 22
2/14/05
CALCULATIONS 12 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
BEAM DESIGN
BEAM: 6
SPAN =
9.00 ft
dist. (a)=
5.00 ft
dist (b)=
4100 ft
P=
1400 Lb
Dl 19.0
ib/ft
L.L. 20:0
Ib/ft
TOTAL 39:00
Ib/ft.
TRIB.AREA =
10 ft
DOUGLAS FIR -LARCH No 1= Fb = 1000 psi
Fv 95 psi
E, 1700000 psi
LOAD FACTOR Co = 1:25
Wet. Service factor CM = 1.00
Temperature factor Ct = 1.00
Size factor CF = 1.00
Repetitive m. Fact. Cr = 1.00
Incising Factor Ci = 1.00
Shear stress Factor CH = 1.00
P= 1400 Ib W= 390.000 Ib/ft
a b M= WxL'/8+Pab/I
4 --10, M1= 7059.9 ft -Ib
300 1b;2 M= 84718.3 in -Ib
Rl= t R2= f V= R1= W L /2`+ Pb/L
NE COO rt R1= 2377:22 Ib'
BENDING V= R2= W L /2 + Pa/L
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) R2= 2532.78'
F'b = 1250 psi
Req'd S = M / F'b S= 67.77 in^3'
fb=M/S
F'b,= 1250 psi > f b = 699.0 psi
USE
6 X 12 Area= 63.25 inA2
Section= 121.2 in^3
Inertia= 697.1 in^4
OK'
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A R= 2532.78
F'v = 119 psi > f V = 60:07 psi OK
DEFLECTION
5WL 04 + Pa^2 b"2 = 0:0788 E= E (CM)(Ct)(C 1700000 psi
384 E'1 3 E I L
d max = L /,2410.45 in OK
BEAM 6 X 12.
CALCULATIONS 13 OF 22
.A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
COLUMN DESIGN
Column _
DOUGLAS FIR -LARCH No 2= Fc = 625 psi
le = 10.0 ft E = 1600000 psi
LOAD 5400 ib Load Factor Co =
1.25
Wet. Sery Factor CM =
1.00
TOTAL 5400.0 Ib Bucking Stiffeners Ct =
1.00
P Size Factor CF :=
1.00
Incising Factor Ci =
1.00
KCE =
0.30
Buckling and Crushing Interaction c =
0.80
Fc* = .Fc(CD)(CM)(Ct)(CF)(Cr)(Ci)
10.00 Fc* = 781.25 psi
USE
Euler Critical Buckling Stress for Columns
4 X 6 Area = 19.3 in"2
d = 3.5 in
FCE = KBE E = 408.3333 psi
(le / d)^2
Column Stability Factor Cp=
CP = 1 + FoE /Fc* — 1 +,F.IFc* 1 ^2 —FSE/'Fc*
2c 2c J c
Cp = 0.44934
Pc = Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci)
Pc = 351 psi
P = F'c *A = 6757.59 OK P = 5400.0
COLUMN 4 X 6
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7
LATERAL FORCE ANALYSIS
WIND: 80 mph Exposure C
P = Ce Cq qs Iw
Ce. =
1.06' 0'-1'5"
Cq =
1.30'
qs =
16.4e
Iw =
1,.00
P 22.60 PsF
WIND LOAD= 225.992 # ft
SEISMIC ZONE:4
SOIL PROFILE. TYPE ASSUMED: SD
SEISMIC SOURSE TYPE: A
DISTANCE TO SEISMIC SOURSE 10 KM
Na = 1.0 I= 1.0
Nv= 1.2 Ca = 0.44
Z = 0:4 R= 5.5
Cv = 0.8
V = 2.5Ca NV/R =
V=CvIW/RT=
V=0.11 CaIW
0.20 W
(30 - 5)
0.18 W
(304)
0.05 W
(30-6)
V = 0.8 Z Nv I W/R = 0.07 W (30-7)
V = 0.20 VV
14 OF 22
2/14/05
CALCULATIONS 15 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
UNIFORM BUILDING CODE 1997
MAPS OF KNOWN ACTIVE FAULT
NEAR SOURCE ZONE IN CALIFORNIA
Contours of closest horizontal distance to known seismic sources
CALCULATIONS 16 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
SEISMIC (CONTINUED)
D:L.
ROOF 19 psi
SEISMIC, V,= 0.20
DIAP H=43)62
DIAPH=24X54
EXT. WALLS 15 psi
WALL HT = 10i ft
TRANSVERSEL LONGITl.1I3INAL
WORST 43 FT WORST 62 FT
ROOF= 817 ROOF = 1178
2 Walls = 150 2 Walls= 150
967 1328
X 0.2 X 0.2
193 # ft (MAX) 266 # ft (MA))
SEISMIC =266 PLF > 225:99 = WIND
W= 266
T=C = WLA 18b L= 62 = 2967.926
B=43
NAIL = TABLE 23 -III -C=2
TOTAL NAIL = LOAD /NAIL= 15.8
PROVIDE (8 PAIR)16 d COMMON
E.A 4'-0" SPACE @ TOP CHORDS
e � •
SHEAR WALL REQUIREMENTS
FT
ROOF D.L. = 19 WALL HT,1 = 10
WALLS D.L. _ 15
r.FORG. AREA TOTAL FO
TRIF)
BPICE
(Ft.)
(LB)
266
20
5320
266
20
5320
266
20
5320
266
8
2128
266
82128
18
266
16
4256
266
16
4256
266
16
4256
266
22
5852
266
10
'2660
266
22
5852
268
22
5852
266
22
5852
266
22
5852
266
25
6650
268
25
6650
266
12
3192
266
12
3192
266
12
3192
266
12
3192
266
12
3192
266
12
3192
266
10
2560
266
10
2660
266
20
5320
266
20
5320
266
20
5320
266
8
2128
266
8
2128,
266
23
6118
266
10
2660
266
11
2926
266
11
2926
CALCULATIONS
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7
37
8
144
37
16.5
144
12
6
177
12
6
177
18
5.5
236
18
6
236
18
6.5
236
20.5
20.5
285
12.5
12.5
213
26
12.5
225
26
4
225
26
4
225
26
5.5
225
29
9.5
229
29
19.5_
229
8
2
399
8
2
399
8
2
399
8
2
399
12.5
12.5
255
16.5
16.5
193
12:5
8.5
213
12.5
4
213
33.5
11
159
33.5
8.5
169
33.5
14
159
10
5
213
10
5
213
25
25
245
11.5
11.5
231
6
3
488
6
3
488
17 OF 22
2/14/05
E N
UPLIFT FORMULA
oc
M42/d (wb LA2/2)+(yVwL/2)))!t
I
I MAx
I SPA" Nf
LOAD (V)
(b)UPLIFT.
FORS
SFEAR VYALL
NALL- SEG
8
#
TYPE
1797
20
-204
1
1150
20
369
1
2372
20
-713
1
'1064
8
1418
1
1064
8
1418
1
1306
16
1754
1
'1419
16
1703
1
1537
16
1652
1
5852
22
-66
2
2660
8
1441
1
2813
22
450
1
900
22
1840
1
900
22
1640
1
1238
22
1430
1
2178
18
1154
1
4472
18
256
1
T98
8
3838
798
8
3838
STHD14
798
8
3838
798
8
3838
STHD14
3192
12
1549
1
3192
12
624
1
1809
8
1645
1
851
8
1874
.1.
1747
10
838
1
1350
10
997
1
2223
10
647
1
1064
8
1823
1
1064
8
1823
1
6118
23
-1263
1
2660
24
506
1
1463
25
4349
1463
26
4330
17 OF 22
2/14/05
E N
RVVALLSS
oc
I
I MAx
I SPA" Nf
48
48
48
STHD14
POST 4X6
48
STHD14
POST4X6
48
STHD14
POST4X6
48
STHD14
POST 4X6,
48
STHD14
POST4X6
48
32
STHD14
POST 4X6
48
48
STHDI4
POST4X6
48
STH1314
POST4X6
48
STHD14
POST4X6
48
STHD14
POST4X6
48
48
SM 24x8
SM 24x8
SM 24x8
SM 24x8
STHD14
POST 4X6
48
48
STHD14
POST'06
48
STHD14
POST4X6
48
48
48
48
STHD14
POST4X6
48
STHD74
POST4X6
48
48
48
SM 36X
SAA 36X
CALCULATIONS 18 OF 18
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
CALCULATIONS 19 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2i1'4i05
UPLIFT FORMULA:
(Vh-(2/3 (wb L"2/2)+(WWU2)))/ L
WALL
Vh
Wb
2/3(WbL"212)
WWU2
(b)
FORCE
No.
111503'
380
I
I
I ft
JUPLIFT.
#
H
1 IV (J
3tsu
19591
938
2U
-204
A
111503'
380
8147
600
20
369
A
23724
380
34657
1238
20
-713
B
10640
152
1833
450'
8
1418
B
10640
152
1833
450
8
1418
G
13004,
304
3081
413
16
1754
C
14187
304
3666
450
16
1703
C
15369
304
4303
488
16
1652
D
58520
418
58848
1.538
22
-66
E
26600
152
7956
938
8
1.441
F
28135
418
21,880'
938
22
450
F
9003
418
2240
300
22
1640,
F
9003
418
2240
300
22,
1640'
F
8665
418
.4236
289
22
1430
G
15249
342
10340
499
1'8
1154
G
31301
342
43,565
1,024
1.8
256
H
5586
152
204
105
8
3838
H
5586
152
204
105
8
3838
H
5586
152
204
105
8
3838
H
5586
152
204
105
8
3838
1
22344
228
11934
656
12
1549
1
22344
228
20794
'866
12
624.
K
12662
152'
3679
446
8
1645
K
5958
152
815
210
8
1874
L
12228
190
7702
578
1.0
838
L
9449
190
4599
446
10
997
L
15563
190
12475
735
10
647
M
7448
152
1273
263
8
1823
M
7448
152
1273
263
8
1.823
N
42826
437
91497
131.3
23
-1263
O
18620
456
20203
604
24
506
P
1024.1
475
1432
158
25
4349
P
10241
494
1489
158
26
4330
CALCULATIONS 20 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
SHEAR FALL CONSTRUCTION
D 1/2" GYPSUM WALL; BOARD APPLIED DIRECTLY TO 2z STUDS WITH STANDARD WALL BOARD
NAILS (1? " x .086" DIAMETER w/ 9/32" HEADS) OR,5d COOLER NAILS (1?"x .086" DIAMETER wl
15/64" HEADS) AT 7" O/C. MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ ? "
DIAMETER x 10" LONG ANCHOR BOLTS.(wl 2"x 2" x 3/16" THICK PLATE WASHERS BETWEEN NUT
AND WOOD SILL) @ 6'-0" O/C MAX.
(ALLOWABLE LOAD: 50 riff - PER UBC TABLE 25.1-1997 UBC)
1*7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT
EACH STUD, SILL AND PLATE @ 6" O/C MAX. wl No. 11 x 1'/2" GALVANIZED NAILS WITH 7/16'
DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7l8" LONG LEGS. ANCHOR
w/ ? " DIAMETER x 10" LONG ANCHOR BOLTS (w/ 2" x 2" x 3/16" THICK PLATE WASHERS
BETWEEN NUT AND WOOD SILL) @ 48" OICMAX.
(ALLOWABLE LOAD: 180 pif —.PER UBC TABLE`25-1-1997 UBC)
THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING
IDENTICAL STRUCTURAL WOOD PANEL DIAPHRAGM: (WALL1 ,'2 & 3 ONLY)
D 318" COX APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE
STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO
THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS,
PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS:
1 D 8d COMMON NAILS @ 6" OIC AT ALL PANEL. EDGES' AND 8d COMMON NAILS @ 12" O/C AT
ALL FIELDS. ANCHOR WITH' 5/8" DIAMETER BY 10" LONG ANCHOR BOLTS AT 48" 0/C.
(ALLOWABLE LOAD: 160 If —PER UBC TABLE 23.11-1.1 FOOT NOTE'No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3,4 AND 6 APPLY WHEN DIAPHRAGM AT
BOTH,SIDES)
2 D 8d COMMON NAILS @ 4" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C,AT
ALL FIELDS. ANCHOR WITH 5/8" DIAMETER ANCHOR BOLTS AT 32" O/C..
(ALLOWABLE LOAD: 380 plf— PER UBC TABLE 23-II.1-1; FOOTNOTE No. 4 —1997 UBC)
CONSTRUCTION' NOTE(S) 1 & 2.APPLY (NOTES 3, 4, 5 AND6 APPLY WHEN DIAPHRAGM
AT BOTH SIDES)
D
3 8d COMMON. NAILS @ 3" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT
ALL FIELDS. ANCHOR WITH'/," DIAMETER BY 12" LONGANCHOR BOLTS AT 32" O/C.
(ALLOWABLE LOAD: 490 pIf - PER UBC TABLE 23.11.1-1; FOOT NOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT
BOTH SIDES)
w
CALCULATIONS 21 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2i14i05
4 D 15/32" STRUCT. I APA PLYWOOD OR 15/32' ORIENTED STRAND BOARD (OSB) APPLIED
DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR
PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL. EDGES SUPPORTED ON STUDS, SILLS,
PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2'12"
O/C AT ALL PANEL EDGES AND 8d COMMON NAILS@ 12" OIC AT ALL FIELDS. ANCHOR WITH Y."
DIAMETER ANCHOR BOLTS AT 16" OIC.
(ALLOWABLE LOAD: 730 Of — PER UBC TABLE 2341-1.1-1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5,APPLYWHEN DIAPHRAGM AT
BOTH SIDES)
CONSTRUCTION NOTES!
1 SEISMIC ZONE 4: 2 x 2" x 3116' PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL
ANCHORBOLT NUTS AND THE WOOD SILL.
2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES'IN THE.CALCULATIONS:,
3 EDGE NAILING AT ABUTTING?ANEL EDGES FOR WALLS LOADED IN EXCESS OF 3.50 pif SHALL
BEAPPLIED TO 3x OR WIDER STUDS.
4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A
SHEAR WALL AND WITH, MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE
LOAD,CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING.APPLIED TO ONLY ONE
FACE.
5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND
WITH EDGE NAILING LESS THAN 6' OIC SHALLHAVE ABUTTING PANEL EDGES FOR ONE SIDE
OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES)
6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plfSHALL BE
PROVIDED WITH 3x P,T:D.F. SILL PLATES AND 12' LONG ANCHOR BOLTS OF THE DIAMETER
PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET T
INTO CONCRETE)
7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE
FOOTINGS AND FOUNDATION IN A TWO POURSYSTEM, ALL ANCHOR BOLTS SHALL HAVE A
MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE
FOUNDATIONS BEFORE POURING THE SLAB.
8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE
INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCWDEVISES PRIOR
TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION_ AND DURING ACTUAL
POURING OF CONCRETE.
9 ALL ANCHOR BOLTS AND HOLDOWN. BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE
CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE
HAS,HARDENED THAT RESULT&IN SLAB EDGE'BREAKING SHALLRESULT IN REJECTION OFA
PORTION OF THE SLAaAND'FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER
OF RECORD'AS HE DEEMS NECESSARY, IT'S REMOVAL ANDAEPOURING OF THAT PORTION
OF THE CONCRETE.
10 HOLDOWN STRAP HOOKS SHALL BESTABLIZED DURING THE CONCRETE POUR IN ORDER TO
ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION.
n ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE
USE OF SIMPSON.SDS'Y.x6 WOOD SCREWS AT 3' o/c.
12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE
USE OF 16d @ SPACING INDICATED.AT'THE SHEAR WALL TABULATION.
CALCULATIONS 22 OF 22
A CUSTOM RESIDENCE FOR:
FLORES DE MONTANA LOT 7 2/14/05
FOUNDATION
SOIL PRESSURE = 1000 PSF
LOADING
ROOF = 35
EXT. WALLS = T5
H-1 = 10 ft
TYPICAL PERIMETER FOOTING AT 1 STORY
Tdb. Area (it)=
15
LOADING.:
ROOF =
525 #1
WALL =
150 #1
W'=
675 #1
'REQ'D WIDTH 0.675 FT/ FT LENDTH
1.2" WIDE x 12" CONTIN PERIM FT,
AND 2 # 4 BARS, CONTIN .
FOOTING FOR POSTU4
LOADING:
W= 3600 Ib
AREA = 3.60 sf
24" SQ x12" THK FOOTING
WI 4- # 4 EA.WAY
cimrdoli 3. Garkndii ArahiWn:
- PACE,- z
3.", 2� oft Palm Dr., Sutto 4 DATE:
d City, CA =34
For..
7-V
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C. Gsdando
alla Palm Dr., Su.'
DATE.
Catr%e4fsa: I C7dy, CA M34
kakdws For.
.... ......... .
3o —times %
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2,j
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%.067fts give' W, ^M411IMMS,
35-325 Date Palm Dr., Suite 151-J
Cathedral City, CA 92234
Stractuml Cakubtlons For.
DAM.
I
PAW:
run LA ---> LAT.
WALL LWNC,
A= '.46 2-b -
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Chades D. Gadand, ArchN act
35-325 Date palm Dr., Stfda 15114
Cathedral City, CA 92234
Stractund Cakuktions For.
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PAGE: