BPAT2015-0054 Structural Calcsr r
o Iro
77570:Spdrigfield Lane,.Suife•"p" Telephone: (760) 360-9998
Palm Desert,, CA 92211 Fax: (760) 360-9903
Structural Calculation
For Boyd Residence
At 56-845 Merion
La Quinta, CA.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVE®
FOR CONS-kRUCTION
DATE
Type Of Project: Residential
Pergola Addition
"1����IVED
AUG 18 2015
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
Date:. August 13, 2015
Designed by: R.A.
JN:150788
14
CLIENT: Boyd Residence RA Structural Enyneering, .Inc SHEET:
SUBJECT: Pergola JOB NO: 150788
DESIGN BY: R.A DATE: 08%13/15
DESIGN LOADS
F —Roof Loads — Pergola T
Framing 11 l psf
�misc. 3 psf _
j Total Dead Load _ 141 psf
Total Live Load__ _-10 psf _
Total Roof Load _ ^ _ 241 psf {
Exterior Wall
7/8" Stucco
Insulation
Drywall
Studs__
Misc.
Total Wall
t— —_-
_ __.10 psf
------�- -_ 2.5 psf
____F-- 1 psf
2.5 j psf
ht 17 psf
I
--
f CITY OF LA QUIN
BUILDING & SAFETY DEPTAPPFjOVED,
FOR CONSTRUCTION
-------BY
Page -1
rage e
�STRUCIURAL ENGINEERING
CIVIL Aro STRUCTURAL er0:reCNING
77570 mitrnmD LANt. ®rT[ D
PALM MMIRT. CA
1:760-760-9996 P:760 -360.9903 C[760-606.91[6
OW R6A9RA8rNICTURAL.CQt
Wood Beam
Description: BM#1(Gravity)
CODE REFERENCES
Project Title: Boyd Residence
Engineer: Reza Asgharpour, P.E. Proiect 10: 150788
Project Descr: Pergola Addition
Printe4:13 AUG 2015, 2:37PN
He = %erverVrojectslBoyd Residence•(150788)103•Structur"R ENG%oyd residence.ec6
ENERCALC. INC. 1983-2015. Build:6.15.7.30. Ver:6.15.7.30
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
0.4531 Maximum Shear Stress Ratio =
0.182 : 1
Section used for this span
Load Combination Set: ASCE 7-10
Section used for this span
6x8
fb : Actual =
Material Properties
fv : Actual =
27.77 psi
FB: Allowable =
Analysis Method: Allowable Stress Design
Fb - Tension
1,350.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1,350.0 psi
Ebend- xx 1,600.0 ksi
5.500ft
Fc - Pdl
925.0 psi
Eminbend - xx 580.Oksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
Maximum Deflection
Wood Grade : No.1
Fv
170.0 psi
Max Downward Transient Deflection
0.054 in Ratio =
Fl
675.0 psi
Density 31.20pcf
Beam Bracing : Completely Unbraced
04360
1.00
Max Downward Total Deflection
D 0.147 Lr 0.05
M
Span ■ 11.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0. 1470, Lr = 0.050, Tributary Width =1.0 ft, (Roof, Walls, & Soffit)
Maximum Bending Stress Ratio =
0.4531 Maximum Shear Stress Ratio =
0.182 : 1
Section used for this span
6x8
Section used for this span
6x8
fb : Actual =
548.90psi
fv : Actual =
27.77 psi
FB: Allowable =
1,211.34psi
Fv : Allowable =
153.00 psi
Load Combination
+D+H
Load Combination
+D+H
Location of maximum on span =
5.500ft
Location of maximum on span =
10.398 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
1.00
1.00
Length =11.0 ft
Max Downward Transient Deflection
0.054 in Ratio =
2464
0.90
Max Upward Transient Deflection
0.000 in Ratio =
04360
1.00
Max Downward Total Deflection
0.221 in Ratio =
598
BY
Max Upward Total Deflection
0.000 In Ratio =
0 <240
1.00
Maximum Forces 8r Stresses for Load Combinations
Moment Values
C L M fb F'b V
Shear Values
tv F'v
1.00
Load Combination
0.00
Max Stress Ratios
1.00
1.00 2.36 548.90 1211.34 0.76
27.77
153.00
1.;0 .00
Segment Length
Span #
M
V
Cd
C FN
C i
Cr
C m
+D+H
1.p0
.odIL�R�G & rgE jp,EPT 1.01
36.68
212.50
1.000
1.00
1.00
1.00
Length =11.0 ft
1
0.453
0.182
0.90
1.000
1.00
1.00
1.00
+D+L+H
0.00
10ATE___
BY
1.000
1.00
1.00
1.00
Length =11.0 ft
1
0.408
0.163
1.00
1.000
1.00
1.00
1.00
+D+Lr+H
1.000
1.00
1.00
1.00
Length =11.0 ft
1
0.431
0.173
1.25
1.000
1.00
1.00
1.00
+D+S+H
1.000
1.00
1.00
1.00
Length =11.0 ft
1
0.355
0.142
1.15
1.000
1.00
1.00
1.00
+D+0.750Lr40.750L+H
1.000
1.00
1.00
1.00
Length =11.0 ft
1
0.405
0.162
1.25
1.000
1.00
1.00
1.00
+D40.750L40.750S+H
1.000
1.00
1.00
1.00
C t
Moment Values
C L M fb F'b V
Shear Values
tv F'v
1.00
0.99 0.00 0.00
0.00
0.00
1.00
1.00 2.36 548.90 1211.34 0.76
27.77
153.00
1.;0 .00
0.00
0.00
;: 0
6��4---}-�$j9�8�-'--_/��g,0
' 2.47%
F
2
"00.0000
"' ` ' `° ` 0:'00 `r T/"13,DU
.0070
1.p0
.odIL�R�G & rgE jp,EPT 1.01
36.68
212.50
1.00
1.00 Q � p ` , 0.0
0.00
0.00
1.00
10o
1.00" x'2.36 f �5 V 1� 0.7
i.o( OR CONSTRUCT4lo9N 0.0
27.77
0.00
195.50
0.00
1;00
1.00 2.93 680.90 1680.29 0.9
34.45
212.50
1 i0o 1.00 0.00 0.0
0.00
0.00
10ATE___
BY
Page 3
-RiSTRUCTURAL ENGINEERING
CIVIL AMO eT611CTY1WL 1116 1 9116 6 1 616
Project Title: Boyd Residence
Engineer: Reza Asgharpour, P.E. Project IDs 150788_
Project Descr: Pergola Addition
77670 sP6361:►im.O L=, wrT1 0
MIX mswr. CA
►:760-760-9998 ►1760.360-9903 C1760-606-9146
INUL: ad?JRLWWcrol&Ltw PAW: 231PId
WOOCI 8138111
File =11servenprojects\9oyd Residence-(150788)103-$Uu turaW%ENGIboyd resldence.ec6 '
ENERCALC, INC. 1983-2015, 8uIId:6.15.7.30, Ver:6.15.7.30
KW -06005737 Licensee: RA STRUCTURAL ENGINEERING
Description : 8101(Gravity)
Load Combination
Segment Length
Max Stress Ratios
Span# M V Cd CFN Cl Cr Cm C t CL M
Moment Values
fb
_ Shear Values
Fb V tv Fv
Length =11.0 ft 1
0.355
0.142
1.15 1.000
1.00
1.00
1.00
1.00
1.00
2.36
548.90
1546.44
0.76
27,77
195.50
+0+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.256
0.102
1.60 1.000
1.00
1.00
1.00
1.00
0.99
2.36
548.90
2147.93
0.76
27.77
272.00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.256
0.102
1.60 1.000
1.00
1.00
1.00
1.00
0.99
2.36
548.90
2147.93
0.76
27.77
272.00
+0+0.750Lr+0,750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.317
0.127
1.60 1.000
1.00
1.00
1.00
1.00
0.99
2.93
680.90
2147.93
0.95
34.45
272.00
+0+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.256
0.102
1.60 1.000
1.00
1.00
1.00
1.00
0.99
2.36
548.90
2147.93
0.76
27.77
272.00
+0+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.256
0.102
1.60 1.000
1.00
1.00
1.00
1.00
0.99
2.36
548.90
2147.93
0.76
27.77
272.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length=11,0 ft 1
0.153
0.061
1.60 1.000
1.00
1.00
1.00
1.00
0.99
1.42
329.34
2147.93
0.46
16.66
272.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
0.99
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.153
0.061
1.60 1.000
1.00
1.00
1.00
1.00
0.99
1.42
329.34
2147.93
0.46
16.66
272.00
Overall+Maxlmum Deflection -8
'`, *
I
Load Combination
Span
Max. -* Defl
Location in Span
Load Combinatlon
Max. '- Defl
Location
in Span
+D+Lr+H
1
0.2206
5.540
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
'1133
11.133
Overall MINimum
0.275
0.275
+O+H
0.858
0.858
+D+L+H
0.858
0.858
+D+Lr+H
1.133
1.133
+O+S+H
0.858
0.858
+0+0.750Lr+0.750L+H
1.064
1.064
+0+0.750L+0.750S+H
0.858
0.858
+D+0.60W+H
0.858
0.858
+0+0.7oE+H
0.858
0.858
+040.750Lr+0.750L+0.45OW+H
1.064
1.064
+0+0.750L+0.750S+0.450W+H
0.858
0.858
+D+0.750L+0.750S+0.5250E+H
0.858
0.858
+0.60D+0.60W+0.60H
0.515
0.515
+0.60D+0.70E+0.60H
0.515
0.515
D Only
0.856
0.858
Lr Only
0.275
0.275
L Only
S Only
W Only
E Only
H Only
CITY OFSq -`-
BUILDING & QUINTA
PT
APPROVEETY D
FOR CONSTRUCTION
DATE BY
Page 4
Project Title: Boyd Residence
STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. Project 10: 150788
Project Descr: Pergola Addition
Cw,t Awo Snuc7v�AL a«awee.�wo
17970 oraicnmo LANG, sum o
faun oascar. CA
f 1760-360.9990 fs760-360.1903 C.760-000-9166
OIAXW A6i A6RA9TWCTUPAL.001
Prin1eE:13 AUG 2015. 2:36PA1
Wood 868111 File =1%erveApmject0oyd Residence•(150788)103-StructurAl AIENGuyd residence.ec6
ENERCALC, INC. 1983-2015, Bulld:6.15.7.30, Ver:6.15.7.30
Description : BM#1(Lateral)
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
7.50 X 5.50
Section used for this span
503.22psi
Load Combination Set: ASCE 7-10
2,160.00psi
Fv : Allowable
+D+0.70E+H
Material Properties
5.500ft
Location of maximum on span
Span # 1
Analysis Method: Allowable Stress Design
Fb - Tension
1,350.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compr
1,350.0 psi
Ebend- xx 1,600.Oksi
0 <240
Fc - Prll
925.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Douglas Fir - Larch
Fc - Perp
625.0 psi
C m
Wood Grade : No.1
Fv
170.0 psi
F'v
+D+H
Ft
675.0 psi
Density 31.20pcf
Beam Bracing : Completely Unbraced
1.000
1.00
1.00
W 0.05 E 0.137
7.50 X 5.50
Span - 11.0 ft
Applled Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : W = 0.050, E = 0.1370 , Tributary Width =1.0 ft, (Lateral)
Maximum Bending Stress Ratio =
Section used for this span
fb : Actual =
F13: Allowable =
Load Combination
Location of maximum on span =
Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.2331 Maximum Shear Stress Ratio
7.50 X 5.50
Section used for this span
503.22psi
tv : Actual
2,160.00psi
Fv : Allowable
+D+0.70E+H
Load Combination
5.500ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.273 in Ratio =
483
0.000 in Ratio =
0 <360
0.209 in Ratio =
632
0.000 in Ratio =
0 <240
0.071 : 1
7.50 X 5.50
19.28 psi
272.00 psi
+0+0.70E+H
= 10.558 ft
= Span # 1
Maxlmum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M
V
C d
C FN
C I
C r
C m
C t
C L M fb Fb V
tv
F'v
+D+H
1.000
1.00
1.00
1.00
1.00
1.00 0.00 0.00
0.00
0.00
Length =11.0 It
1
0.035
0.011
0.90
1.000
1.00
1.00
1.00
1.007.'
1.64
153.00
+O+t.+H
1.000
1.00
1.00
1.00
1.00
O �4
0.00
0.00
Length =11.0 ft
1
0.032
0.010
1.00
1.000
1.00
1.00
1.00
1.004
151`89 I' V �6D�
1.64
170.00
+O+tr+H
t.000
t.00
1.00
1.0o
t.00ING
& SAFEoA DEFo�00
0.00
0.00
Length =11.0 ft
1
0.025
0.008
1.25
1.000
1.00
1.00
1.00
1.00
6 0.05
1.64
212.50
+o+S+H
,.000
t.00
1.00
1.00
1.00��
D 0.00
0.00
0.00
Length=11.0ft
1
0.028
0.008
1.15
1.000
1.00
1.00
1.00
1.00R
CpMOTRU . GNo.os
1.64
195.50
+0+0.75OLr+0.750L+H
1.000
1.00
1.00
1.00
1.00
Idd 0.00
0.00
0.00
Length =11.0 it
1
0.025
0.008
1.25
1.000
1.00
1.00
1.00
1.00
1.00 0.14 42.90 1687.50 0.05
1.64
212.50
+0+0.75OL+0.750S+H
1.000
11.00
1.00
1.00
1,00
1VObTE___gy 0.00 0.00
0.00
0.00
-----------------
Page 5
-RgSTRUCTURAL ENGINEERING
CIVIL AMO STRUCTURAL ENGINEERING
77970 CYR)NGn RD un, Ia3T111 D
DALM czrfwr, CA
1:760-360-9990 71760-360-9903 C1760 -808-91L6
97163 L_ R7ZA6RA8r2
1CrURAL.CCR
WOOd B@d'
KW -06005737
Description: BM#1(Lateral)
Load Combination Max.Stress Ratios
Segment Length Span # M V
Project Title: Boyd Residence
En ineer: Reza Asgharpour, P.E.
Pro Descr: Pergola Addition
Flle - R§ery 4rojeclsSoyd
Cd CIN CI Cr Cm C t Ct
Moment Values
M tb
Prolect ID: 150788
Printed: 13 AUG 2015. 2:36RA
03SlructuraWkENGUMIJ residenca.ec6
.1983-2015, Build:6.15.7:30, Ver:6.15.7.30
_ Shear Values
F'b V tv F'v
Length =11.0 it 1
0.028
0.008
1.15 1.000
1.00
1.00
1.00
1.00
1.00
0.14
42.90 1552.50
0.05
1.64
195.50
+0+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.087
0.026
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.59
186.90 2160.00
0.20
7.16
272.00
+0+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.233
0.071
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.59
503.22 2160.00
0.53
19.28
272.00
+0+0.750Lr+0.750L4450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.070
0.021
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.48
150.90 2160.00
0.16
5.78
272.00
+0+0.750L40,75OS40.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.070
0.021
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.48
150.90 2160.00
0.16
5.78
272.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 it 1
0.180
0.055
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.22
388.14 2160.00
0.41
14.87
272.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 It 1
0.079
0.024
1.60 1.000
1.00
1.00
1.00
1.00
1.00
0.53
169.74 2160.00
0.18
6.50
272.00
+0.60D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =11.0 ft 1
0.225
0.068
1.60 1.000
1.00
1.00
1.00
1.00
1.00
1.53
486.06 2160.00
0.51
18.63
272.00
Overall Maximum Deflections'
'
Load Combination
Span
Max. Dell
Location In Span
Load Combination
Max. '+' Deli
Location in Span
E Only
1
0.2728
5.540
0.0000
0.000
1 Vertical Reaction_ s - ' ' •
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.754
0.754
Overall MINimum
0.049
0.049
+O+H
0.049
0.049
+D+L+H
0.049
0.049
+D+Lr+H
0.049
0.049
+D+S+H
0.049
0.049
+0+0.750Lr+0.750L+H
0.049
0.049
+040.750L40.750S+H
0.049
0.049
+0+0.60W+H
0.214
0.214
+D+0.70E+H
0.577
0.577
+0+0.750Lr+0.750L+0.450W+H
0.173
0.173
+0+0.750L+0.750S+0.450W+H
0.173
0.173
+0+0.750L+0.750S+0.5250E+H
0.445
0.445
+0.600+0.60W+0.60H
0.194
0.194
+0.60D+0.70E+0.60H
0.557
0.557
D Only
0.049
0.049
Lr Only
L Only
S Only
W Only
0.275
0.275
E Only
0.754
0.754
H Only
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVE®
FOR CONSTRUCTION
DATE --.BY
Page 6
Converting Addresses to/from Latitude/Longitude/Altitude in One
Step
Stephen P. Morse, San Francisco
Batch Mode (Forward) Batch Mode (Reverse) Batch Mode (Altitude) Deg/Min/Sec to Decimal
Computing Distances Frequently Asked Questions My Other Webpages
address 56-845 Merton latitude
city La Quinta longitude
state CA above values must be in decimal
Zip with minus signs for south and west
countryUi nited States
Determine Lat/Lon GetAltitudesreset Determine Address reset
O Access geocoder.us / geocoder.ca (takes a relatively long time)
from oo le latitude longitude altitude
decimal7133.6331166 -116.2663599
deg -min -sec 33° 37' 59.2198" -116° 15' 58.8956"
from hoo Illatitude 11longitude altitude
decimal I34.02174 -117.650469
deg -min -sec 34° I' 18.264"
100 E Merion Dr, Ontario, California 91761
open street map failed to return a result
from tamu latitude longitude
decimal 7 33.653736387835111-116.278489328668
deg -min -sec 33° 39' 13.451" -1160 16' 42.5616"
CA
a CITY OF LA QUINTA
3UILCIJV&�SA-FETY DEPT
�,. it 0R CONSqVED
RUCTION
I-
'� i DATE -'BY
A0 Page 7
USGS Design Maps Summary Report
User -Specified Input
Report Title Boyd Residence
Thu August 13, 2015 16:34:33 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.633120N, 116.26636°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
t 5000111 E'swihuwel v'� �_ �L ®.!l. �� A f�ysts�ck hlusukln
cs•.. I
oR. ,r -1 X_,.'C achella
�« ? ' ' . •A " I:110 A4Ot1✓il0:n
•r ��!" .,jr��• 2 raw I « l
A!
f f y& ;;fx o
n11.51kstnsMow In, f . �.+ . fit' fi f �• ,
1p
::iY-`� . _c.b�• w .• ' !"i ,,� -. Y�.r--• .civ �:�3.
f:0
�W� r�•
t Some data ®2015'OP
USGS-Provided Output
Ss = 1.500 g SMS = 1.500 g SDs = 1.000 g
SI = 0.602 g SM1 = 0,903 g SDI = 0.602 g
m MAPQuest
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
1.65
1.50
1.35
1.20
1.05
0.30
{A 0.75
0.60
0.45 - F.\\
0.30
0.15
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period. T (sec)
MCER Response Spectrum
1.10.-
0.99--
0.92-.
.100.990.88
0.77
O� 0.66
v
H 0.55
0.44-
0 , 33
.410.33
0.22
0.11
0.00
0.00
Design Response Spectrum
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
20 0.40,F0.'%b 019011M6� .2'V x/60 1.a0I 2.00
FO RPQQM,ST6L6TIO N
For PGA,„ TL, CRS, and CR, values, please view the detailed report. ! DATE -By
e8
CLIENT: ao yd ResJtnte RqStructural Engineering, Inc. SHEET:
SUBJECT: P6rvto+ JOB NO: ISo7 sg
DESIGN BY: DATEm//3//S"
Laforal 19nalgo E
12 tj i jo,-j�5 M)( 1,5 ft)( Z) ._ /��06 y$/ lis
W,t : 7,5-2-1 AS
FS = 8/0 /6s x 1, 3 = /, o S3 /4l
Cort �1��' COlvw►h OPf�y� �WoYrt (a✓��
l,OS3 /�s x %2 x Z'S li 361 !bS
of Hss 6 x 6 x s/8" f�Pel Nbe
__ ° fi"� D___?s �_"_
= 11361 Ai x /,2S
or,e a L6" SQ x 59"d4°P Fry?o roaIy
C heck 1�111°GP�h
2g''
CITY OF LA QUINTA
+/ BUILDING & SAFETY DEPT,
APPROVED
FOR CONSTRt 1(:TInN
DATE By
age 9
RPROJECT:
Seismic }.,'w• ` { PAGE. -
ACTRUCTuRAL CLIENT: Boyd Residence-. _ _ ..; _ F DESIGN BY: R.A.
ENGINCU IING
JOB NO.: ;M788. -. :x . _.- DATE: REVIEW BY : WA.'-,-,
One'Story.Seis- mic Analysis Based on"2012 IBC -/2013 -CBC '
Determine Base Shear (Derived from ASCE 7 Sec. 12.8 & Supplement 2)
V = MAX(MIN ( SD1I / (RT) , SDS I / R ] MAX(0.044SDS1 , 0,01) 0.5SI I / R) W
= MAX(MIN[ 0.82W , 0.15W ] , 0.04W 0.05W) i ^
0.15 W, (SD) +(for S1 z 0.6 g only)
0.11 W, (ASD) = 0.81 kips
Where SDS = -1: (ASCE 7 Sec 11.4.4)
SDI = .,'0.602 ' I(ASCE 7 Sec 11.4.4)
St = , ,.".0.602, '1(ASCE 7 Sec 11.4. 1)
R -,--',6:51, •-' (ASCE 7 Tab 12.2-1)
I = 1' (2012 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1)
Ct = , ,. 0:02 ,; (ASCE 7 Tab 12.8-2)
hn = 10.0 ft
X = 0.75 (ASCE 7 Tab 12.8-2)
T = Ct (hn)x = 0.112 sec, (ASCE 7 Sec 12.8.2.1)
Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 & 12.8.6)
Level Wx hx hxk Wxhxk FX , ASD (12.8-11) ke,allowable, ASD
Roof ; !�' 7:33 �° _ ' `� .10 71 10.0 73 0.8 (o. i i wx) 0.4
7.3 73 0.8
Where k = 1 for T <= 0.5 8xe,allowable, ASD = As 1/ (1.4 Cd), (ASCE 7 Sec 12.8.6)
k = 0.5 T + 0.75 for T @ (0.5 , 2.5) Cd = 4 ,(ASCE 7 Tab 12.2-1)
k = 2 for T >= 2.5 Aa = .0.02 ` hsx, (ASCE 7 Tab 12.12-1)
Iculate Diaphragm Forces (ASCE 7, Sec 12.10.1.1)
Level Wx EWx Fx EFx Fpx , ASD, (12.10-1)
Roof 7.3 7.3 0.8 0.8 1.0 (0.13 Wx)
7.3 0.8
Where Fmin = 0.2 SDS I Wx / 1.5 , ASD
Finax = 0.4 SDS I Wx / 1.5 , ASD
aulT1' OF 1A QUIINT,q
DING & SAFETY
AO PPR®V DEPT.
R CONSTRUCTION
DATE_ --_ABY
10
_® Project Title: Boyd Residence
7i
AE::RAL ENGINEERING Engineer: Reza Asgharpour, P.E. Proiect ID: 150788
Project Descr: Pergola Addition
t Aro S7aUCrurAt Er OIMECRING
77sia sparicnaLO Lum. surra a
DLII Dan", CA
9:760.360-9998 h760-)60-990) C:760-608-9116
ixerr,: R3ZA6RAHrXJC7UR1L.CCN Ptinted: l3 AUG 2015. 1:48PM
Steel Column
File =llserve4mjectslBoydResldence-(150788)InStructuraw\ENGtboydresiderice.ec6
ENERCALC;.INC.19832015. Bulid:6.15.7.30. Ver:6.15.7.30 "
Description: Cantilever Column
'code Refererices'
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSS6x6x3/8 Overall Column Height 9.50 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 36.0 ksi X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 9.50 ft, K = 2.1
Load Combination: ASCE 7-10 Y -Y (depth) axis:
Unbraced Length for Y -Y Axis buckling = 9.50 ft, K = 2.1
Applied LOadB Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 260.355 lbs' Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.50 ft, D = 0.3850, LR = 0.550 k
BENDING LOADS ...
Seismic: Lat. Point Load at 9.50 ft creating Mx -x, E =1.960 k
DESIGN SUMMARY`,.'�.
Bending & Shear Check Resutts
PASS Max. Axial+Bending Stress Ratio = 0.4627 :1 Maximum SERVICE Load Reactions..
Load Combination +D+0.70E+H Top along X -X 0.0 k
Location of max.above base 0.0 It Bottom along X -X 0.0 k
At maximum location values are ... T I Y Y O O k
Pa: Axial
0.6454 k
VW a ong -
Bottom along Y -Y
1.960 k
Pn I Omega: Allowable
91.451 k
+D+H
0.007
Ma -x: Applied
-13.034 k -ft
Maximum SERVICE Load Deflections ...
PASS
Mn -x I Omega: Allowable
28.383 k -ft
Along Y -Y 0.8407 in at
9.50ft above base
0.00 ft
0.000
for load combination: E Only
0.00 It
Ma -y: Applied
0.0 k -ft
PASS
0.00 It
Mn -y I Omega : Allowable
28.383 k -ft
Along X -X 0.0 in at
O.Oft above base
0.007
PASS
for load combination
0.000
PASS Maximum Shear Stress Ratio =
0.03068 :1
+D+0.750Lr+0.750L+H
0.012
Load Combination
+D+0.70E+H
0.000
PASS
Location of max.above base
0.0 ft
0.007
PASS
At maximum location values are ...
0.000
PASS
0.00 ft
Va : Applied
1.372 k
Vn / Omega: Allowable
44.716 k
Load'Combination Results
Load Combination
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum
Stress Ratio
Shear Ratios
Status
Location
+D+H
0.007
PASS
0.00 ft
0.000
PASS
0.00 ft
+D+L+H
0.007
PASS
0.00 ft
0.000
PASS
0.00 It
+D+Lr+H
0.013
PASS
0.00 It
0.000
PASS
0.00 ft
+D+S+H
0.007
PASS
0.00 It
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.012
PASS
0.00 it
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.007
PASS
0.00 It
0.000
PASS
0.00 ft
+0+0.60W+H
0.007
PASS
0.00 ft
+D+0.70E+H
0.463
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.012
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.007
PASS
0.00 ft
+0+0.750L+0.750S+0.5250E+H
0.348
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.004
PASS
0.00 it
+0.60D+0.70E+0.60H
0.461
PASS
0.00 ft
DATE BY
Page 11
Project Title: Boyd Residence
STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. Proiect ID: 150788
N IL Project Descr: Pergola Addition
CIVIL AMD e7RUCTURAI ENDINl CNIND
77670 69RINGRCLD LANZ, 91ITL D
PAW marc, CA
Pi760-360.9996 P.-760-360-9903 0:760-606.9166
DIALLi R22AORA31'IUMRAL.CCH
a7 � .- -,;rte r ♦ - 4 _ _ .,.�.. . ! u . _ y Pnnted:13 AUG 2015. 1:48P61
$ @ ,Column a �y,,0
File = fterve4rojectsSoyd Residence-(1507.88)103-StructurMRA1ENG%boyd resldence.ecti
�'a + �- `� - ENERCALC, INC. 1983-2015, Build:6.15.7:30, Ver.6.15.7.30
Description : Cantilever Column
r~iMazimum Reactions M y.
" Note: Only non -zero reactions are listed
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
Page 12
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
kk
0.645 k
+D+L+H
k
k
0.645 k
+D•Lr+H
k
k
1.195 k
+D+S+H
k
k
0.645 k
+D+0.750Lr40.750L+H
k
k
1.058 k
+D40.750L+0.750S+H
k
k
0.645 k
+D+0,60W+H
k
k
0.645 k
+0+0.70E+H
k
-1.372
k
0.645 k
+0+0.750Lr40.750L40.450W+H
k
k
1.058 k
40+0.750L+0.750S+0.450W+H
k
k
0.645 k
+0+0.750L+0.750S40.5250E+H
k
-1.029
k
0.645 k
40.60D+0.60W40.60H
k
k
0.387 k
40.60D+0.70E40.WH
It
-1.372
k
0.387 k
D Only
k
k
0.645 k
Lr Only
k
k
0.550 k
L Only
k
k
k
S Only
k
k
k
W Only
k
k
k
E Only
k
-1.960
k
k
H Only
k
k
k
I Max mum eflectlons for Load Uff&netioni'i
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D!H
0.0000
In
0.000
ft 0.000
in
0.000
ft
+D+L+H
0.0000
in
0.000
ft 0.000
in
0,000
It
+O+Lr+H
0.0000
in
0.000
It 0.000
in
0.000
It
4D+S+H
0.0000
in
0,000
It 0.000
in
0.000
It
4040.750Lr+0.750L+H
0.0000
In
0.000
It 0.000
in
0.000
ft
+D40.750L+0.750S+H
0.0000
in
0.000
ft 0.000
in
0.000
It
+D40.60W+H
0.0000
in
0.000
ft 0.000
In
0.000
It
4D+0.70E+H
0.0000
in
0.000
ft 0.589
in
9.500
It
+0+0.750Lr+0.750L40.450W+H
0.0000
In
0.000
ft 0.000
In
0.000
ft
+D+0.750L+0.750S+0.450W+H
0.0000
in
0.000
It 0.000
in
0.000
It
+D+0.750L+0.750S+0.5250E+H
0.0000
In
0.000
It 0.441
in
9,500
ft
+0.60D+0.60W+0.60H
0.0000
in
0.000
It 0.000
in
0.000
It
+0.60D+0.70E40.60H
0.0000
in
0.000
It 0.589
in
9.500
It
D Only
0.0000
In
0.000
It 0,000
in
0.000
It
Lr Only
0.0000
in
0.000
It 0.000
in
0.000
It
L Only
0.0000
in
0.000
ft 0.000
In
0.000
ft
S Only
0.0000
in
0.000
It 0.000
in
0.000
It
W only
0.0000
in
0.000
ft 0.000
In
0.000
ft
E Only
0.0000
in
0.000
It 0.841
in
9.500
ft
H Only
0.0000
in
0.000
It 0.000
in
0.000
ft
Steel Section Properties
I HSS6x6xW8
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
Page 12
Project Title: Boyd Residence
STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E. Proiect ID`. 150788
Levu A010 Sttuc7uR►L ewa,weCwuo
Project Descr: Pergola Addition
71670 SPIUMFZEL0 LANG, SUITO 0
9,760-360-9990 ►,760460-9903 {060-606-9146
OW L, 0L66sRl ;UCrURAL.CCM Printed: 13 AUG 2015, 1:48PM
-�'File%enrerlprojectslBoydResidenoe(150788)103SbuCturallRAIENGIboydresidence.ec6
ENERCALC,VINC71983 2015, Bufld:6:15.7:30, Verc6:15.7:30
Description : Cantilever Column
wee--.•.�+»--,..:w .,.• �... f �,,.
:Steel'8ect on.Properties.:f .- =3 HSS6x6x3f8
Depth = 6.000 in
I xx
= 39.50 inA4 J = 64,600 inA4
S xx
= 13.20 inA3
Width = 6.000 in
R xx
= 2.280 in
Wall Thick = 0.375 in
Zx
= 15.800 InA3
Area = 7.580 102
1 y
= 39.500 inA4 C = 22.100 in A3
Weight = 27.406 plf
S yy
= 13.200 InA3
R yy
= 2.280 in
YCg = 0.000 in
0OWN M -x Loads
,tL
:1
g Load 1 x $
ai a;
:� •y p
i`
Y
6.00in Loads are total entered value. Arrows do not reflect absolute direction.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY
Page 13
STRUCTURAL ENGINEERING
iff IL CIVIL AND STNUCTURAL ENGINEERING
77510 'SPIUN MLD LANE. SUITE O
VAUI DISOIT. CA
,:760-360-999a ►1700-360-9903 C1700-600-9116
MIMLt RRAARAIMPUCTURAL.COH
Pole Footing. Efnbedded ,in Soil,
KW -06005737
Description : Flagpole Footing
Code Re/erences
Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Informatfon
Pole Footing. Shape Rt
Footing Width ...............
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive ..................
Max Passive ...................
42.0 in
250.0 pcf
1,500.0 psf
Controlling Values
Governing Load Combination: +0+0.70E+H
Lateral Load
1.316 k
Moment
12.502 k -ft
NO Ground Surface Restraint
Pressures at 113 Depth
k
Actual
403.728 psf
Allowable
403.945 psf
Mlntm11 Required Do)nh 4.875 R
Footing Base Area 12.250 ftA2
Maximum Soil Pressure 0.0 ksf
Project Title: Boyd Residence
Engineer: Reza Asgharpour, P.E. Proiect ID: 150788
Project Descr: Pergola Addition
Printed 13 AUG 2015 1.54PIA
Ble = l%erverlprojeotslBoyd Residence-(150788)103-Structura1W ENGlboyd residence:e6
ENERCALC, INC. 19832015, Bulld:6.15,7.30, Ver.6.15.7.30
App!!ed Loada
Lateral Concentrated Load
Lateral Dlstrfbuted Load
Vertical Load
D: Dead Load
k
k/ft
Lr: Roof Live
k
Willk
k
L: Live
k
k/ft
S: Snow
k
klfl
k
W: windk
k
Will
E : Earthquake
1.880• k
k1ft
k.
H: Lateral Earth
k
Wit
k
Load distance above
TOP of load above ground surface
k
ground surface
9.50 It
ft
BOTTOM of Load above ground surface
it
Load Combination Results
.' r
,.
Fo § Gro-, u�Surfac�ReQuired
P 113 Depth Soil
Increase
LoCombinetlon
F Moments', (ft4t)
J
Depf�t (ft) Actual -(psi)` Alloy (psl� FactoP�
+D+H
0.000 0:000
0.13 0.0 0.0
1.000
+D+L+H
0.000 0.000
0.13 0.0 0.0
1.000
+D+Lr+H
0.000 0.000
—_b.
000
+D+S
0.000 0.000
Y 0 Fo� Q U 14T
+D+0.750Lr+0.750L+H
0.000 0.000
To.QUILDING&.CSAFETY DEPT.
.000
.000
+D+0.750L+U.750S+H
0.000 0.000
ppr 1 ®U ®0
1.000
+o+o.sow+H
0.000 0.000
0.13 FOR CON-STRUCTION
1.000
+D+0.70E+H
1.316 12.502
4.88. 403.7 403.9
1.000
+D+0.750Lr+0.750L+0.450W+H
0.000 0.000
AAPE— 0.0 BY 0.0
1.000
Page 14
Project Title: Boyd Residence
STRUCTURAL ENGINEERING Engineer: Reza Asgharpour, P.E.
Ju IL Project Descr: Pergola Addition
CIVIL AND STRUCTURAL ENGINEERING
77.570 SPRr3Cn®.0 LENT, SUTTE 0
9ALK MERT, CE
►:760-360.9996 ►9760.760-9903 C9760-606-9196 '
IKUL:'. R9ZA9RA9TI69CTURAL.COr
'Ole Fdb.6n9 Embedded'in.Sou File = 1Urgertipm*tMBoydResidence,(150788)'
'�._. ENERCALGINC
KW -06005737
Description! Flagpole Footing
+D+0.7501-+0.750S+0.450W+H
+0+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.66D+0.70E+0.60H
Proiect ID: 150788
It 13 AUG 2015. 1:501.1
Glboyd residence.ec6.
15.7.30. Ver:6.15.7.30
0.000
0.000
0.13
0.0
0.0
1.000
0.987
9.377
4.38
361.9
363.6
1.000
0.000
0.000
0.13
0.0
0.0
1.000
1316
12.502
4.88
403.7
403.9
1.000
CITY OF LA QUANTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE BY I
Page 15