BRES2014-1086 Structural Calcs Plan Check 2408 S,
Phoric: (909) 8897*01
ottliFiice cc�Py
Ca. 92401
. kiie(pP:46@aol.com
.P.LAN CHECK.11
St.ruc-tardl Cdl c'Wations,
for
L°ot 15B The MadsoriClub
qs�n
L.a.4o'd,i.i4a,�C'4..I.,*i.fo.m'!..ia' 92-2-53
CITY OF LA QUINTA
-BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE LzA
-/
k gy
Job No..: 14097
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Zak'�
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331120"16
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Date:
November 13, 2014
e
04!pq By:
DU
W".
Knapp &Associates Inc.
Lot 15B - The Madison Club
By: BDM
408 SOUTH STODDARD AVENUE
USAN BERNARDINO,CA92401
81-413 Columbus Way
Date: 8/15/14
E-mail KNAPPAE@AOLCOM
rr TEL.. (909) 889-0115
La Quinta, CA 92253
-
Pro # 14097
Faz (909) 8&9-045s
Kristi Hanson Architects
Sheet:
WOOD SHEAR WALL DESIGN [1,1_ NE' CBC-Bd
(Enter 1,2,3,4,5)
4) 1 st - Floor Shear Along .Grid Line - '5
Seismic = 40*36*26.5/2*0.146+40*58*25.5/2*0.146+40*21 *46.5/2*0.146 = 9,956 Ib
9956 / 12.67 = 786 pit
Wind = 27.99*(11/2+3)*46.5/2 = 5,532 lb
5532 / 12.67 = 437 pit
Max. Uniform -Shear (pit) = 786 pit Use shear type CiD 2 w / h = 1.00
(Per NDS special 2008 seismic / wind provision
Wall Length ft
(�_.-
12.67
_
Plate Height (ft)
13.0
O.T.M. (ft -Ib)
129,425
Dead Load (plf)
195
R.M. (ft -Ib) _
10,481
~
Uplift Above (lb)
0
Total Uplift (lb)
9,390
Hold Down
HDU11 a
Note(s):
1 3/8" CBC -8d
5) 1 st - Floor Shear Along Grid Line 4- 6
Seismic = 40*36*15.5/2*0.146+40*(26.5+3)*25.5/2*0.146+40*22*16/2*0.146+60*28*7.5/, = 6,898 Ib
6898 / 28.00 = 246 pit
Wind = 27.99*(11/2+3)*(26.5/2+3)+27.99*(10/2+13/2)*7.5/2+1959 = 7,032 lb
7032 / 28.00 = 251 pit
Max. Uniform Shear (pit) = 251 pit Use shear type CiD 2 w / h = 1.00
(Per Nos special 2008 seismic / wind provision
Wall Length (ft) .
21.17
6.83
Plate Height (ft)
13.0
13.0
O.T.M. (ft -Ib)
69,119
22,300
Dead Load (pit)
195
195
R.M. (ft ll)
2.92277
- 3,047
Uplift Above (Ib)
677
677
Total Uplift (Ib)
2,559
3,496
Hold Down
HDU2.
HDU5
Note(s):
�,1lI17
6) - 1 st --Floor Shear Along Grid Line - 7 3U�`r)I"tG S .+ ..� Y
Seismic 60*28*7.5/2*0.146+60*6*10/2*0.146; 1,18$ Ib
f r�
1183 / 11.16 —'' 106 pit
I FCF, CGNS i R::L;') ;Cts i
Wind = 27.99*13/2*17/2 = 1,546 lb
1546 / 11.16 = 139 pit
Max. Uniform Shear (pit) = 139 pit Use shear tyW - -SP1- _ _LYw 1 h_= 1.0
(0
– — --1
Per NDSspecial.200aseismi�.LN�jpd1 "Ion
Wall Length (ft)
11.16
Plate Height (ft)
13.0
T
-
O.T.M.Jft-Ib,4
)
- _
_2.010 .._
4
Dead Load (pit)
345
�
Uplift Above (Ib)
0
Total Uplift (lb)
512
Hold Down
HDU2
Note(s):
da'160 I atiori�':per' ND-S2'0*1-2', (13-C 2012, CBC 2013, ASCE 7-10
: .
Ratio=
11249
0.'000 in
E7---1'O-
Load Gon-ASCE � et : S6
;t I . - , I
0 460
0.041 in
9410 =
-- ..
Material Properties
0.000 in
Ratio=
0 <240
Analysis Method: Allowable Stress Design
Fb - Tension
1,350.0 psi
E: Modulusof Elasticity
Loa CohibimtionASCE7-10
Fb - CbmOr
1,350.O,"
psi
Ebend-xx 1,600.Oksi
Fc - PdI
925.0
. , psi
mWnliend - xx 580.0
Eksi
Wood Species, Douglas Fir - Larch
Fc - Perp
625.0 1
.. I psi
Wood Grade No.1
Fv
170.0 psi
.
Ft
675.0 O'si
Density 32.210 pcf
Beam Bracing Completely Unbraced
1)(11.089) 1)(1.744) 1)(0.533) D(0.499)
bX12
Span = 6.830 ft
Be -dm self weight calculated and 'added to loads
Loads 66all spans...
Uniform- LoadonALL spans - D = 0,02501, Lr = 0.020 ksf, Tributary Width = 8.250 ft
Poi ntload': D =1.089. k Q (Truss - N17)
Point Load: D =1.744 k_62.50*ft; (Truss - N18)
Point Load : D = 0-.5330 k 6 4.50 It, (Truss - C664)
Point 1-6ad: D --1 0.4.490 k @'6':50 ft, (Tr us's - CJ 6)
96ction used for this 'span
f b u*'a* I
F13 : Alldwable
Load Combination
Locati6n-o"f maximum on span
Span . # where irria'ximurn occurs
Maximum Deflection
M44ownward LAr+S Deflection
Max U . p . war I d L+Lr+S Deflectio n
Max
x - ownwA Total b-A166fion
Max Upward 0��ao Total Defie. ion
0.3931
6x12
476.28 psi
1,211,53psi
D Only
9:818ft
Span # 1
Service loads entered. Load Factors will be applied for calculatior%.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv; Allowable
Load Cgimbingtion"
o
Lociti_ .n of maximum on span
p -a**. n 1i wh, e- r e ' rn +d"x i m u m'occurs
0.007 in
Ratio=
11249
0.'000 in
Ratio=
0 460
0.041 in
9410 =
1984
0.000 in
Ratio=
0 <240
42.11 psi
153,00 psi
D Only
0.000 ft
Span 41
Loadtor-Abinatiori 'Span Max '-* Defl Locatibn in Span Load Combination Max.Y DO Location in Span
+D+Lr 1 0.0413 3.340 0.0000 0.000
Vertical' ' WA -0 -tion -S Support notation : Far left is #1 Values in KIPS
Ovq'faIfM'INimum 0.5%63 0;563
D Only 3.074 2.297
FRMRJM—cti�mSupport notation :.Far le.., is;# 1 Values in RIOS
Lo d Combination Support 1 S"— . ...... 2'
'*Nt .,' V4 2297
3.637 2.860
Lr Ohly
L Only
S,6nly-
W'ddly
I.' .
E:661y"
H Only
.844 1.378
1844 ibh
074 22.97
50 0.563
0
51
Description : RB -03
Loads on all spans...
CODE REFERENCES V �-
Uniform Load on ALL spans : D = 0.4130, Lr = 0.330 k/ft
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Point Load : D = 0.5830 k @ 1.750 it, (Truss - CJ77)
Load Combination Set: ASCE 7-10
Point Load : D = 0.5040 k @ 3.750 it, (Truss - CJ78)
Material Properties
Point Load : D = 0.960 k @ 6.920 it, (Truss - S02)
Analysis Method: Allowable Stress Design
Fb - Tension
2,400.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1,850.0 psi
Ebend- xx
1,800.Oksi
= 0.344 :1
Fc - Prll
1,650.0 psi
Eminbend - xx
930.Oksi
Wood Species : DF/DF
Fc - Perp
650.0 psi
Ebend- yy
1,600.Oksi
Wood Grade :24F - V4
Fv
265.0 psi
Eminbend - yy
830.Oksi
Load Combination
Ft
1,100.0 psi
Density
32.210pcf
Beam Bracing :Completely Unbraced
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span It 1
D(0.583) D(0.504)
D(1.434)
D(0.96)
Maio Downward L+Lr+S Deflection
J. 1 CJ%lL
Span = 9.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Loads on all spans...
Uniform Load on ALL spans : D = 0.4130, Lr = 0.330 k/ft
Point Load : D = 0.5830 k @ 1.750 it, (Truss - CJ77)
Point Load : D = 0.5040 k @ 3.750 it, (Truss - CJ78)
Point Load : D =1.434 k @ 4.920 it, (Truss - S01)
Point Load : D = 0.960 k @ 6.920 it, (Truss - S02)
r DESIGN SUMMARY-- - --_ -T — -
Maximum Bending Stress Ratio =
0.4941 Maximum Shear Stress Ratio
= 0.344 :1
Section used for this span 5.125x12
Section used for this span
5.125x12
ib : Actual = 1,062.68psi
fv : Actual
= 81.98 psi
FB: Allowable = 2,149.80psi
Fv : Allowable
= 238.50 psi
Load Combination
D Only
Load Combination
D Only
Location of maximum on span =
4.923ft
Location of maximum on span
= 8.529 it
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span It 1
Maximum Deflection
Maio Downward L+Lr+S Deflection
0.046 in Ratio=
2489
Max Upward L+Lr+S Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.173 in Ratio=
658
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Overall Maximum Deflection_ s
Load Combination Span Max' ' Deft
Location in Span
Load Combination
Max.'+' Deft Location in Span
+D+Lr 1 0.1732
4.785
0.0000 0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
_ Load Combination Support 1 Support 2
Overall MAXimum 5.327 5.343
Overall MINimum 1.568 1.568
D Only 3.760 3.775
�a�.leff is k1
+D+S
3.760
3.775
+6+b.750Lr+6.750L
4435
4451
+D+0.759L+0.750S
3;760
3.775
+D+O'60W
3.760
3.775
+D+_9.7OE.
3.7§0
3.775
+D+0:75 bLr+0.750L+0:450W
4:935
4.951
+D+0.750L'+b.750S+0.450W
3.760
3.775
+D+0:750L+0750S+0.5250E
3.760
3.775
+O.60D+0.60W
2:256
2.265
+O 60D+0:7,OE
2.256 . 2:265
t.:
D Only
3.760
3.775
Lr Only
1.568
1.568
L Only
soniy,
W bAy
E Only
H Only