0306-163 (RPL) Revision 1 Structural CalcsSUBMITTING
REVISED CALCULATIONS
Pages 2 thru 20
For
LOT 32
78353 Birkdale Court
La Quinta, California
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CITY OF LA'QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE l0 OZ BY---._ !
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' JES:NAPP & TANG
V } STRUCTURAL ENGINEERS. INC.
408 South Stoddard Ave. �� 2
San Bemardino. CA 92401
Phone: (909)'889-0115
Fax: (909)889-0455
Email: knappaeOaol.com u' i+ /'
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KN-,kPP & TANG
INC.'STRUCTURAL ENGINEERS. I
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408 South Stodaard Ave.
San Bernardino, CA 92401
Phone: (909) 339-0115
Fax: (009) 389-045-5
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FIGURE 23 -II -1
BOTTOM OF
ROOF
DIAPHRAGM
FRAMING
FLOOR
DIAPHRAGM
BOTTOM OF
DIAPHRAGM
FRAMING
FLOOR
DIAPHRAGM
BOTTOM OF
DIAPHRAGM
FRAMING
2-290
(a) HEIGHT TO WIDTH RATIO
DETAIL 8 NDARY
MEMBER FOR
FORCE T ANSFER
CLEAR AROUN OPENING,
HEIGHT TYPIC
WIDTH OF
SHEATHING
WINDOW
HEIGHT
WALL
' ' ' '
WIDTH OF
SHEATHING
WINDOW
PIER
PIER
WIDTH OF
SHEATHING
(a) HEIGHT TO WIDTH RATIO
DETAIL 8 NDARY
MEMBER FOR
FORCE T ANSFER
CLEAR AROUN OPENING,
HEIGHT TYPIC
WALL
PIER
CLEAR
HEIGHT
MAXIMUM
CLEAR
HEIGHT *am,
FOUNDATION
1997 UNIFORM BUILDING CODE
3
WINDOW
WALL
PIER CLEAR
. ' . ' HEIGHT
WINDOW
WALL WALL
PIER PIER
HEIGHT
WALL
PIER
OVERALL WIDTH
WIDTH— —+►�
(b) HEIGHT TO WIDTH RATIO WITH DESIGN
FOR FORCE TRANSFER AROUND OPENINGS
FIGURE 23 -II -1 --GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO
CLEAR
HEIGHT
WALL
WALL
PIER
PIER
HEIGHT
MAXIMUM
CLEAR
HEIGHT *am,
FOUNDATION
1997 UNIFORM BUILDING CODE
3
WINDOW
WALL
PIER CLEAR
. ' . ' HEIGHT
WINDOW
WALL WALL
PIER PIER
HEIGHT
WALL
PIER
OVERALL WIDTH
WIDTH— —+►�
(b) HEIGHT TO WIDTH RATIO WITH DESIGN
FOR FORCE TRANSFER AROUND OPENINGS
FIGURE 23 -II -1 --GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO
Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
San Bernardino, CA 92401
Reliability / Redundancy Factor
Ground floor area A b :=6043-ftz
Total story shear V :=64811.-1b
SHEAR WALL (uD 9
Length of shear wall
Maximum shear wall force
ri 10•ft
max V.�
20•ft
p:=2–
rmax • Ab
Therefore P = 1.0
SHEAR WALL @ 2
Length of shear wall
Maximum shear wall force
ri 10•ft
rmax:=V•T—
20•ft
p:=2–
-
r max A b
Therefore p = 1.0
r max = 0.012
p = -19.894
r max = 0.057
p = - 2.507
MOMENT FRAME to 3
Maximum horizontal force
component in a single brace element
ri
r max'-- 7 r max = 0.01
20•ft
p :=2– p 22.813
r max' A b
LOT 32
Date: 9/3/02
p shall not be taken less than 1.0 and neednot be
greater than 1.5
Lam,:=25•ft
r i := 1904. lb
Lam,:=9•ft
ri :=3330•lb
ri :=672 -lb
tKnapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
San Bernardino, CA 92401
SHEAR WALL (a) 4
' . Length of shear wall
Maximum shear wall force
' r i 10•ft
r max V L r max = 0.018
w
' 20 -ft
p:=2— p=-12.094
- r max' A b .
Therefore P = 1.0
SHEAR WALL (cD 6
' Length of shear wall
Maximum shear wall force
r i '10•ft
rmax = V -� r max = 0.03
w
'p:=2— 20-11p = -6.436
rmaxAb
Therefore P = 1.0
'
EAR 7
SH WALL (a7
' Length of shear wall
Maximum shear wall force
_ r i 10•ft
r max V L r max = 0.101
w
' 20 ft
P:=2- p=-0.544
r max' A b
' Therefore Q =1.0
1 ,
LOT 32 Date: 9/3/02
L W :=32•ft
r i := 3786•lb
L W:= 17 -ft'
ri :=3360•lb
j
L w :=6•ft '
ri :=3932.16
Knapp & Tang Structural Engineers, Inc.
LOT 32 Date: 9/3/02
408 South Stoddard Ave.
San Bernardino, CA 92401
SHEAR WALL (aD 8
Length of shear wall
L W:= 17 -ft
Maximum shear wall force
r i := 2632 -lb
ri 10•ft
r max =�'-� r max = 0.024
w
20•ft
p:=2— p=-8.77
r maxA b
Therefore P = 1.0
SHEAR WALL (cD 9
Length of shear wall
Lw, :=7•ft
Maximum shear wall force
r i :=1344•lb
r i 10•ft
r max 7'T— r max = 0.03
w
20•ft
p:=2— p=-6.685
r max 'A b
Therefore P = 1.0
SHEAR WALL ccs 11.
Length of shear wall
L W:= 17 -ft
Maximum shear wall force
r i := 2510•lb
r i 10•ft
r max 7'—C— r max = 0.023
w
a
20•ft
p:=2— p=-9.293
r max.FA b
Therefore P = 1.0
Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
San Bernardino, CA 92401
SHEAR WALL (W 13
Length of shear wall
Maximum shear wall force
ri 10•ft
r max = - L r max = 0.111
w
20•ft
p:=2— p=-0.324
r maxP b
Therefore p = 1.0
SHEAR WALL (W 14
Length of shear wall
Maximum shear wall force
ri 10•ft
r max :_V•=
p:=2—
20•ft
r max q b
Therefore p = 1.0
r max = 0.016
p = -13.9
SHEAR WALL (aD 16
Length of shear wall
Maximum shear wall force
ri 10•ft
rmax. Lw
20•ft
p: =2-
r max' A b
Therefore p = 1.0
r max = 0.134
p = 0.077
LOT 32 Date: 9/3/02
Lam,:=2•ft
r i := 1435 -lb
LW:=2.67•ft
ri :=280•lb
Lam,:=4•ft
r i :=3468•lb
Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
San Bernardino, CA 92401
SHEAR WALL an. 18
Length of shear wall
Maximum shear wall force
I
ri 10•ft
rmax =V' L rmax= 0.014
w
20•ft
p:=2– ' p=-16.908
r max '°` b
Therefore p =1.0
SHEAR WALL cD 19
Length of shear wall
Maximum shear wall force
ri 10•ft
rmax:=V•-U —
rmax 0.038
20•ft
p:=2–
p=-4.816
rmax' A b
y Therefore P = 1.0
SHEAR WALL (W 20
Length of shear wall
Maximum shear wall force
ri 10•ft
rmax:=V•L W
rmax=0.118
20•ft
i p:=2–
p=-0.172
I
r max' '°' b
i
Therefore p = 1.0
LOT 32
L W:= 16 -ft
ri:=1411-lb
L W :=25•ft
ri :=6116•lb
L W :=6.67•ft
ri := 5120•lb .
H
8
Date: 9/3/02
1 Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
San Bernardino, CA 92401
LOT 32 Date: 9/3/02
SHEAR WALL (a) 21
Length of shear wall L w := 6 •ft
Maximum shear wall force r i := 1614 -lb
r i 10•ft
r max _ -V'-C— r max = 0.042
w
{
20.11
p:=2- p=-4.199
r max. p b
Therefore P = 1.0
SHEAR WALL CED 22
Length of shear wall
Maximum shear wall force
r i 10•ft
i r max = 7' -E -w- r max = 0.026
�
20.11
p;_2- p=_7.791
i r max' P` b
Therefore p =1.0
SHEAR WALL (a) 24
Length of shear wall
Maximum shear wall force
r i 10.11
r max 71C — r max = 0.087
I
t 20•ft
I p:=2- p=-0.945
r max,4A b
Therefore p = 1.0
LW:=13.11
r i :=2214•lb
Lam,:=2.67•ft
r i := 1512 -lb
.`
Date: 9/3/02
Knapp &Tang Structural Engineers, Inc.
LOT 32
408 South Stoddard Ave.
San Bernardino, CA 92401
SHEAR WALL Ca. 28
Length of shear wall
L w := 9.ft
Maximum shear wall force
ri := 1008•lb
ri ft
r max = V' L r max = 0.017
' w
'
20•ft
p:=2— p=-12.888
! rmax,Ab
Therefore P = 1.0
SHEAR WALL (o)- 29
i
Length of shear wall
L W:= 19 -ft
' Maximum shear wall force
1
ri := 1714 -lb
ri 10.ft
r Max - V L r max 0.014
W
20•ft
p:=2— p=-16.484
i r max' A b
i
Therefore e = 1.0
' SHEAR WALL ED 30
Length of shear wall
L w := 6 •ft
'Maximum shear wall force
a10•ft
r i :=1512•lb
ri
' r max _ 7' Lw r max = 0.039
20•ft
p:=2— p=-4.617
r max' A b
t
' Therefore P = 1.0
Date: 9/3/02
1
Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
1 San Bernardino, CA 92401
1 SHEAR WALL (aD- 32
Length of shear wall
1 Maximum shear wall force
. :r i .10•ft
1 r max := V' Lw r max = 0.025
1 p:=2— 20•ft p=-8.267
rmaxAb
Therefore P = 1.0
LOT 32 Date: 9/3/02
Lam,:=17•ft
ri :=2761•lb
5
r .
1�
SHEAR WALL (cD 33
Length of shear wall
L W:= 15•ft
1 Maximum shear wall force
ri :=2518•lb
ri 10•ft
1 rmax:=V•Lw rmax =0.026
20•ft
p;=2- p=-7.933
r max'4A b
1
Therefore a = 1.0
1 SHEAR WALL (aD 34
Length of shear wall
i
L W :=2.67•ft
' Maximum shear wall force
ri :=2475•lb
ri 10•ft
' r max '=V. L r max = 0.143
20•ft
p:=2— p=0.201
rm Ab
1
Therefore o = 1.0
1
1
LOT 32
Lw:=4.ft
ri :=548 -lb
Ley:=7•ft
r i.:= 1725 -lb
Lw:=6•ft
ri:=942-Ib
U1
id
Date: 9/3/02
Knapp & Tang Structural Engineers, Inc.
408 South Stoddard Ave.
'
San Bernardino, CA 92401
SHEAR WALL (ED 36
'
Length of shear wall
'
Maximum shear wall force
ri 10•ft
r max = V ' L r max =. 0.021 w.
'
20•ft
' p:=2— p=-10.171
1
r max'4A b
Therefore o =1.0 ,
'
SHEAR WALL (aD- 37
Length of shear wall
'
Maximum shear wall force
i
ri 10•ft
rmax:=V'-�w rmax= 0.038
t
_
20 -ft
p:=2— p=-4.766
r max'7b
b
Therefore a = 1.0
1
'
SHEAR WALL (W 38
Length of shear wall
'
Maximum shear wall force
ri 10•ft
'
` r max .= V' L w r max = 0.024
20•ft
p:=2— p=-8.621
r max'A b
Therefore P =1.0
LOT 32
Lw:=4.ft
ri :=548 -lb
Ley:=7•ft
r i.:= 1725 -lb
Lw:=6•ft
ri:=942-Ib
U1
id
Date: 9/3/02
'KN APP & TANG
tjSTRUCTUR.�L ENGINEERS. I_NC.
408 Souih Stoddard Ave.
' San Bernardino, CA 93401
Phone: (909) 889-0115
Fax: (909) 889-0455
Email: nappae;maol.com
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Grade Beam Design SHEAR WALL 34
Data: length :=7 ft width :=48•.in arm :=2•ft fy :=60•ksi fc :=2000 psi
depth :=24 -in d !=depth— 4 -in
Try 4 - #6 top and bottom As prov = 1.76 • in
Overturning Moment:
Mo :=2.5•kip•10•ft
Mo = 25-kip•ft
Resisiting Dead Load:
Wall: wall :=20•psf•10•ft
wall = 200-plf
Slab&footing: slab:=145•pcf•2•ft•.5•ft
slab= 145oplf
Grade Beam: gr beam :=145 pcf.width -depth
gr_beam = 1160op1f
w : = wall + slab + gr_beam w = 1505 oplf
Resisting Moment:
P :=w•length P = 10.535 -kip
w•length2
Mr :=— 2 0.85 Mr = 31.342okip•ft >> Mo = 25-kip•ft
SOLI Stress: e :_o — e= 2.373 ft L:=3•
P
/ —
length e L= 3.381 ft
Qmax := 2-P
Qmax = 1558.029apsf
F__\
3 -width •(length — e)
ax\ .
Qarm := Q
(tel •(L — arm) Qarm = 636.357-psf
Reinforcement steel:
As min:=.0018•width•d As min= 1.728ain2 <<
As prov = 1.76 -int
As 'fy
prov
a:=c•w► t a= Llain
Grade Beam Design:
r(Qmax— Qarm) -arm 2 Qarm•arm2
Mu:=l
+ 2 1
-width -1.4
Mu= 10.568okip•ft
. Vu :=I
r( Qmax + Qarm) -arm 1
I -width •1.4
Vu = 12.289 -kip
2.
Mn :=0.9 As prov'fy•(d — a Mn = 154.044-kip•ft
1fc
>> Mu = 10.568-kip•ft
lb
Vc :=0.85.2•width•d Vc = 72.985okip >> Vu = 12.289okip
Psi
in
Provide 4'-0" wide x 2'-0" deep x T-0" long grade beam w/ 446 top and bottom
and #4 ties at 16" o.c.
KI`JAP P 8c TAN G
STRUCTURAL 1 ENGINEERS, INC. ^ `' 408 SOUTH STQDDARD AVENUE
5M SERNARDINO, G.. 92401
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