07-3129 - Structural CalculationsSTRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
M�,
v v - Y
IR
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION
FOR:
MR. & MRS. ERWIN INIGUEZ
45-175 AV. HERRERA
LA QUINTA, CALIFORNIA
CHARLES D. GARLAND, ARCHITECT.
LICENSE NO.11991 EXP 10/31/07
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
■ LOAD .................................................. Page 3
■ BEAM ................................................... Page 4
■ COLUMN .............................................. Page 6
■ LATERAL ANALYSIS ................... Page 7
■ SEISMIC ZONE ........................... Page 10
■ SHEAR WALL REQUIREMENTS... Page 14
■ FOUNDATION ............................. Page 17
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
LOADS:
FLAT ROOF
EXTERIOR WALLS :
PSF
PSF
TAR / GRAVEL
4
WOOD STUDS =
2
PLYWOOD =
2
1/2" GYP BD. =
2
RAFTERS =
2
7/8" STUCCO =
10
INSULATION =
1
INSULATION=
1
CEILING =
6
D.L =
15
D.L.=
15 PSF
L.L =
20
TOTAL LOAD =
35 PSF
ROOF INTERIOR WALLS :
PSF
PSF
WOOD STUDS = 2
TILE =
9
1/2 GYP.BD.2SIDES = 3
SHEATHING =
1
INSULATION = 2
RAFTERS =
2
INSULATION=
1
D.L= 7 PSF
GYP. BD. =
6
D.L=
19
L.L=
16
TOTAL LOAD =
35 PSF
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
BEAM DESIGN
HDR
SPAN = 15.5 ft
TRIB.AREA = 3.5 ft
D.L= 19.0 lb/ft
L.L = 16.0 lb/ft
TOTAL 35.0 lb/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 FactorCH =
�'-�^� 59�5' Y"�s`"" f':33�5`u'. ,�,Z.' .(G#�.YS. ,✓":'al�'.%'suu�[ "s'X'YKf:i': Sn /.".'9'.X Y"' F /�;ti _
15.50 ft
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M / F'b S= 35.32 inA3
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 884.5 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 43.98 psi
DEFLECTION
5WLLA4 = 0.41 in
384 E' I
E'= E (Cm)(C)(Ci) 1700000 psi
d max = L / 240 = 0.78 in
1.25
1.00
1.00
1.00
1.00
1.00
1.00 W = 122.5 lb/ft
M= WxL'/8
M= 3678.8 ft-lb
M= 44145.9 in -lb
V=WxL/2
V= 949.375lb
USE
4 X 10 Area = 32.4 inA2
Section= 49.9 inA3
Moment of Inertia= 231 inA4
OK
OK
OK
BEAM 4 X 10
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
BEAM DESIGN
HDR
DOUGLAS FIR -LARCH No 1=
Fb =
1000 psi
SPAN = 3.0
ft
Fv =
95 psi
TRIB. AREA =
10.0 ft
E =
1700000 psi
Load Factor Co =
1.25
Wet. Service Factor CM =
1.00
D.L = 19.0
lb/ft
Temperature Factor Ct =
1.00
L.L = 16.0
lb/ft
Size Factor CF =
1.00
TOTAL 35.0
lb/ft
Repetitive m. Fact. Cr =
1.00
Incising Factor Ci =
1.00
Shear stress Factor CH =
1.00
W =
350.0 lb/ft
M=
WxLl/8
350 imn
M=
393.8 ft-lb
M= 4725 in -lb
3.00ft V= W X L / 2
BENDING V= 525lb
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi USE
Req'd S = M / F'b S= 3.78 inA3 4 X 6 Area = 19.3 inA2
f b = M/S Section= 17.7 inA3
ALLOW F'b = ACT. f b = Moment of Inertia= 48.5 inA4
1250 psi > 267.7 psi OK
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 40.91 psi OK
DEFLECTION
5WLLA4 = 0.01 in
384 E' I OK
E'= E (C.)(G)(G) 1700000 psi
BEAM 4 X 6
d max = L / 240 = 0.15 in
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
BEAM DESIGN
HDR
SPAN = 4.0 ft
TRIB.AREA = 10.0 ft
D.L= 19.0 lb/ft
LL = 16.0 lb/ft
TOTAL 35.0 lb/ft
DOUGLAS FIR -LARCH No 1=
Load Factor Co =
Wet. Service Factor CM =
Temperature Factor Ct =
Size Factor CF =
Repetitive m. Fact. Cr =
Incising Factor Ci =
Shear stress Factor CH =
aso role
4.00 ft
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M / F'b S= 6.72 inA3
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 274.0 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A
F'v = 119 psi > f v = 41.37 psi
DEFLECTION
5WLLA4 = 0.01 in
384 E' I
E'= E (Cm)(CG)(Ci) 1700000 psi
d max = L / 240 = 0.20 in
1.25
1.00
1.00
1.00
1.00
1.00
1.00
,1,61d
Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
W = 350.0 lb/ft
M=WxL2/8
M= 700.0 ft-lb
M= 8400 in -lb
V=WxL/2
V= 700lb
4 X 8 Area = 25.4 inA2
Section= 30.7 inA3
Moment of Inertia= 111 inA4
OK
OK
OK
BEAM 4 X 8
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
BEAM DESIGN
HDR
SPAN = 6.0 ft
TRIB. AREA = 10.0 ft
D.L = 19.0 Ib/ft
L.L = 16.0 Ib/ft
TOTAL 35.0 Ib/ft
DOUGLAS FIR -LARCH No 1=
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
6.00 ft
BENDING
F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'b = 1250 psi
Req'd S = M / F'b S= 15.12 inA3
f b = M/S
ALLOW F'b = ACT. f b =
1250 psi > 616.4 psi
SHEAR
F'v = Fv(CD)(CM)(Ct)(CH)
F'v = 119 psi
DEFLECTION
5WLLA4 = 0.05 in
384 E' I
E'= E (CM)(C)(G)
fv= 1.5V/A
> f v = 62.06 psi
1700000 psi
d max = L / 240 = 0.30 in
USE
Fb = 1000 psi
Fv = 95 psi
E = 1700000 psi
W = 350.0 Ib/ft
M=WxL2/8
M= 1575.0 ft-lb
M= 18900 in -lb
V= W x L / 2
V= 1050 Ib
4 X 8 Area = 25.4 inA2
Section= 30.7 inA3
Moment of Inertia= 111 inA4
OK
OK
OK
BEAM 4 X 8
Multi -Loaded Beam! AISC 9th Ed ASD 1 Ver: 7.01:02
By. CHARLES GARLAND, GLS GROUP on: 10-10-2007 : 10:58:27 AM
Project: GLA INIGUEZ- Location: B.1
Summary:
A36 W 10x45 x 20.0 FT
Section Ad uate By: 39.4% Controlling Factor: Moment
Center Span Deflecteq
ions:
Dead Load: DLD-Center--
I.ive 1. nadI I_n-Center-
0.29 IN
041 IN=I.ISRR
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
COLUMN DESIGN
Column =
le = 8.0 ft
LOAD 2000 lb
TOTAL 2000.0 lb
P
DOUGLAS FIR -LARCH No 2=
Load Factor Co =
1.25
Wet. Sery Factor CM =
1.00
Bucking Stiffeners Ct =
1.00
Size Factor CF =
1.00
Incising Factor Ci =
1.00
Fc = 625 psi
E = 1600000 psi
KcE = 0.30
Buckling and Crushing Interaction c = 0.80
Fc* = Fc(CD)(CM)(Ct)(CF)(Cr)(Ci)
a.00 Fc* = 781.25 psi
USE
Euler Critical Buckling Stress for Columns 4 X 6 Area = 19.3 inA2
d = 3.5 in
FcE = KcE E = 638.0208 psi
(le / d)A2
Column Stability Factor Cp=
Cp = 1 + FcE /Fc* - r 1 + FCE/Fc* A2 — Fc./ Fc*
2c 2c c
Cp = 0.6174
F'c = Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci)
F'c = 482 psi
P = F'c *A = 9285.17 OK P = 2000.0
COLUMN 4 X 6
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
LATERAL FORCE ANALYSIS
WIND: 80 mph Exposure C
P = Ce Cq qs Iw
Ce =
1.06 0'-15'
Cq =
1.30
qs =
16.4
Iw =
1.00
P= 22.60 PSF
WIND LOAD= 225.992 # ft
SEISMIC ZONE:4
SOIL PROFILE TYPE ASSUMED:
SEISMIC SOURCE TYPE: A
DISTANCE TO SEISMIC SOURCE
Na=
1.0
I=1.0
Nv =
1.2
Ca = 0.44
Z =
0.4
R = 5.5
Cv =
0.8
V = 2.5Ca IW/R = 0.20 W
(30 - 5)
V= Cv I W/ R T= 0.18 W
(30-4)
V = 0.11 Ca I W= 0.05 W
(30-6)
V = 0.8 Z Nv I W/R = 0.07 W
(30-7)
V
SD
10KM
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/1 vos
UNIFORM BUILDING CODE 1997
MAPS OF KNOWN ACTIVE FAULT
NEAR SOURCE ZONE IN CALIFORNIA
Contours of closest horizontal distance to known seismic sources
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
SEISMIC (CONTINUED)
D.L.
ROOF 19 psi
EXT. WALLS 15 psi
SEISMIC, V,= 0.20 WALL HT = 10 ft
DIAPH=12X28
TRANSVERSEL LONGITUDINAL
WORST 12 FT WORST 28 FT
ROOF = 228 ROOF = 532
2 Walls = 150 2 Walls = 150
378 682
X 0.2 X 0.2
75.6 # ft (MAX) 136 # ft (MAX)
SEISMIC=136PLF < 225.99 = WIND
1633.A2.5. TIES AND CONTUNUITY
0.5Ca I
W= 3800 lb
0.5 Ca
TOTAL= 836 lb MSTC66
W= 226
T=C = WLA2 / 8b L= 28 = 1845.667
B=12
NAIL = TABLE 23-III-C-2
TOTAL NAIL = LOAD /NAIL= 9.84
PROVIDE (8 PAIR) 16 d COMMON
@ E.A 4'-0" SPACE @ TOP CHORDS
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
4 D15/32" 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'/2"
O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 3/d'
DIAMETER ANCHOR BOLTS AT 16" O/C. —STATE EMBED DISTANCE 7" MIN
(ALLOWABLE LOAD: 730 pIf — PER UBC TABLE 23-11-1-1 —1997 UBC)
CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT
BOTH SIDES)
CONSTRUCTION NOTES:
1 SEISMIC ZONE 4: 2" x 2" x 3/16" PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL
ANCHOR BOLT NUTS AND THE WOOD SILL.
2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS.
3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 plf SHALL
BE APPLIED 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" O/C SHALL HAVE 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 plf SHALL 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 7"
INTO CONCRETE)
7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE
FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, 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 SUCH DEVISES 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 RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A
PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER
OF RECORD AS HE DEEMS NECESSARY, IT'S REMOVAL AND REPOURING OF THAT PORTION
OF THE CONCRETE.
10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO
ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION.
11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE
USE OF SIMPSON SDS'/4x6 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.
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
DERIVE GRADE BEAM
ASSUME = 2500 Psi coNc
LOT � LOT
M= OF (WALL LENGTH/2)
M= 4444
O b= 16
d= 24
o j= 0.9.9
k= 0.32
ASSUME: 1 # 4 "@" TOP & BOTT
F'C= 0.45 ( FC)= 1125 PSI
FS= 20000 PSI
R= F'C KJ/2= 162
bd^2= M/R= d \/ M/BR= 4.54
d min; 4.54
CHECK STEEL @ d
AS= M/jdfs
As= 0.141
AS < 0.392 = 2 # 4 OK
2#4
TOP & BOTT
CHECK OT MOMENT @ END OF GR. BEAM
Mot.> M= 4.44 fl kip
Mot= PSN (b)(LOT)^2 "@" b = 16
2 "@" PSN= 1000
LOT= 2M (1000#/KIP)
PSN (b)
L OT= 0.82 ft
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
DERIVE GRADE BEAM
ASSUME = 2500 Psi CONC
F0
LOT
M= OF (WALL LENGTH/2)
M= 4432
zob= 16
=
j= 0.9.9k= 0.32 2
ASSUME: 1 # 4 "@" TOP & BOTT
F'C= 0.45 ( FC)= 1125 PSI
FS= 20000 PSI
R= F'C KJ/2= 162
bd^2= M/R= d M/BR= 4.53
d min: 4.53
CHECK STEEL @ d
AS= M/jdfs
As= 0.141
AS < 0.392
= 2#4 OK
4 -
LOT
2#4
TOP & BOTT
CHECK OT MOMENT @ END OF GR. BEAM
Mot.> M= 4.43 fl kip
Mot= PSN (b)(LOT)A2 "@" b = 16
2 "@"PSN= 1000
LOT= IJ 2M (1000#/KIP)
PSN (b)
L OT= 0.82 ft
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
SHEAR WALL CONSTRUCTION
D1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD
NAILS (1 5/8" x .086" DIAMETER w/ 9/32" HEADS) OR 5d COOLER NAILS (1? " x .086" DIAMETER w/
15/64" HEADS) AT 7" O/C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8"
DIAMETER x 10" LONG ANCHOR BOLTS (w/ 2" x 2" x 3/16" THICK PLATE WASHERS BETWEEN NUT
AND WOOD SILL) @ 6'-0" O/C MAX.
(ALLOWABLE LOAD: 50 pIf — PER UBC TABLE 25-1-1997 UBC)
D7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT
EACH STUD, SILL AND PLATE @ 6" O/C MAX. w/ No. 11 x 1'/2" GALVANIZED NAILS WITH 7116'
DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG LEGS. ANCHOR
w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ 2" x 2" x 3/16" THICK PLATE
WASHERS —SEISMIC ZONE 4 ,BETWEEN NUT AND WOOD SILL) @ 48" O/C MAX.
(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)
D3/8" CDX 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 D8d COMMON NAILS @ 6" O/C 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" O/C.
(ALLOWABLE LOAD: 260 pIf — PER UBC TABLE 23-II-1-1; FOOT NOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN
DIAPHRAGM AT BOTH SIDES OF)
2 D8d COMMON NAILS @ 4" O/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: 349 pIf — PER UBC TABLE 23-II-1-1; FOOTNOTE No. 4 —1997 UBC)
CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM
AT BOTH SIDES)
3 D8d COMMON NAILS @ 3" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT
ALL FIELDS. ANCHOR WITH %" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" O/C.
(ALLOWABLE LOAD: 490 pIf — PER UBC TABLE 23-II-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)
STRUCTURAL
CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ
4/11/08
SHEAR WALL REQUIREMENTS
FT
ROOF D.L.=19
WALL HT,1=10
WALLS D.L. = 15
UPLIFT FORMULA:
(Vh-(2/3(u LA2/2)+(WW /2)))/ L
FIRST FLOOR
WALL
LAT.FORCE
TRIB.AREA
TOTAL
FORCE
TOTAL
RESIST,WAL
SHEAR FORCE
LOAD(V)
DPLIFT.FORC SHEARWALL
HOLOOWN
REMARKS
SHEAR
A35
5/8"BOLT
N0.
PLF
Ff.
LB
WALL (Ft)
FT)(L)
#/fl
WALL-SEG
# TYPE
TYPE
WALLS
MP%
EA.BLOCK
SPAUNG(in)
A 226
6
1356 8
8
170 1356
1339 1 STHD8
POST 4X6
1
48
B 226
4
904 2
1
452 452
4444
SSW12XIO
2
B 226
4
904 2
1
452 452
4444
SSW12X10
2
C 226
8
1808 5.5
5.5
329 1808
2957 2 STHD8
POST 4X6
1
32
D 226
6
1356 4
2
339 678
3263
SSW24X9 2
D 226
6
1356 4
2
339 678
3263
SSW24X9 2
E 226
8
7808 5S
5.5
329 1808
2957 2 STH08
POST 4X6
1
32
F 226
6
1356 20
20
68 1356
-136 1
1
48
G 226
4
904 4
4
226 904
2108 1 STH08
POST 4X6
1
48
H 226
4
904 12
4
75 301
601 1 STHD8
POST4X6
1
48
H 226
4
904 12
4
75 301
601 1 STHD8
POST4X6
1
48
H 226
4
904 12
4
75 301
601 1 STHD8
POST 4X6
1
48
1 227
6
1362 6
4
227 908
2067 1 STHD8
POST4X7
1
48
FT
10
UPLIFT FORMULA:
WwU2)))/ L
RESIST,WAL
SHEAR FORCE
LOAD (V)
WALL
Vh
Wb
2/3(WbL^2/2)
WwL/2
(b)
UPLIFT. FORCI
( FT) (L)(#
/ ft)
WALL- SEG
No.
ft
#
8
170
1356
A
13560
114 2444
600
6
1339
1
452
452
B
4520
76 25
75
4
4444
1
452
452
B
4520
76 25
75
4
4444
5.5
329
1808
C
18080
152 1540
413
8
2957
2
339
678
D
6780
114 153
150
6
3263
2
339
678
D
6780
114 153
150
6
3263
5.5
329
1808
E
18080
152 1540
413
8
2957
20
68
1356
F
13560
114 15276
1500
6
-136
4
226
904
G
9040
76 407
300
4
2108
4
75
301
H
3013
76 407
300
4
601
4
75
301
H
3013
76 407
300
4
601
4
75
301
H
2109
76 407
210
4
601
4
227
908
1
6356
114 611
210
6
2067
1
I
STRUCTURAL CALCULATIONS
A CUSTOM ADDITION FOR:
MR. & MRS. INIGUEZ 4/11/08
FOUNDATION
SOIL PRESSURE =
1000 PSF
LOADING
ROOF =
35
EXT. WALLS =
15
H-1 =
13 ft
TYPICAL PERIMETER FOOTING AT 1 STORY
Trib. Area (ft)=
18
LOADING:
ROOF =
630 #1
WALL =
195 #1
W =
825 #1
REQ"D WIDTH = 0.825 FT / FT LENDTH
12" WIDE x 12" CONTIN PERIM FT,
,AND 2 # 4 BARS, CONTIN .
FOOTING FOR POST 4X6
LOADING :
W= 14000 lb
AREA = 14.00 sf
48" SQ x12" THK FOOTING
WI 4-# 4 EA.WAY