HomeMy WebLinkAbout20191210_Structural Analysis_9-18-2019M SQUARft.,
WIRELESS
Site Name
Site ID
Pole ID
Proposed Carrier
Site Location
Structure Type
STRUCTURAL ANALYSIS
AT&T
(N) CRAN/SMALL CELL
September 18, 2019
HBNPB 042
188448
SLC4735
AT&T
606 [CS] AVOCADO A VENUE (SLC4735)
CORONA DEL MAR, CA 92665
33.604239 NAD83
-117.877260 NAD83
Street Light
Structural Usage Ratio 21.0%
Foundation Usage 77.1%
Ratio
Overall Result Pass
Note (N) Ameron CB04X08. 7SPL (N) 30" x 6.0'
Foundation
~~CEIVE'o eJ,,,,
( COMMUNITY
DEVELOPMENT
DEC 1 0 2019
C/TYOF
'21~ ~ 1>0Rr aE.~c,
Upon reviewing the results of this analysis, it is our opinion that the structure does meet the specified
IBC/ ASCE code requirements. The concrete pole and foundation are therefore deemed adequate to support
the proposed loading as listed in this report.
M SQUARfc.,
WIRELESS
1 397 CALLE AVANZADD SAN CLEMENTE, CA 92673
\
PA2019-108
M SQUARfi.,
WIRELESS
Summary of Contents
Introduction
Opening Statement
Project Description
Criteria
Conclusion
Calculations
Appendix A
Design Tables & Resources Used
Assumptions and Limitations
Our structural calculations are completed assuming all information provided to M SQUARED WIRELESS is
accurate and applicable to this site. For the purposes of calculations, we assume an overall structure
condition of "like new" and all members and connections to be free of corrosion and/or structural defects.
The structure owner and/or contractor shall verify the structure's condition prior to installation of any
proposed equipment. If actual conditions differ from those described in this report M SQUARED
WIRELESS should be notified immediately to complete a revised evaluation.
Our evaluation is completed using standard TIA, AISC, ACI, and ASCE methods and procedures. Our
structural results are proprietary and should not be used by others as their own. M SQUARED WIRELESS
is not responsible for decisions made by others that are or are not based on our supplied assumptions and
conclusions.
Page 1
PA2019-108
M SQUAR{i-J
WIRELESS
INTRODUCTION
At the request of AT&T, M SQUARED WIRELESS has performed a structural analysis for the proposed
concrete pole. All supporting documents have been obtained from the client and are assumed to be accurate
and applicable at this site.
Supporting Documentation
Antenna Loading M SQUARED WIRELESS, Construction Drawings, Dated:
09/16/19
Pole Data Ameron CB04X08.7SPL w/ Double 6' Max Arm, Spec Sheet
Analysis Code Requirements
Wind Speed 90 mph (Vasd)
(City ofNewport Beach Banner Policy L-16)
Wind Speed w/ ice 30 mph (3-Second Gust) w/ O" ice
TIA Revision ANSI/TIA-222-G
Adopted IBC 2015 IBC I 2016 CBC
Adopted AASHTO 2015 AASHTO LRFD Specifications for Structural Supports for
Highway Signs, Luminaires, and Traffic Signals
Structure Class 2
Exposure Category C
Topographic Category 1
Calculated Crest Height 0
CONCLUSION
Upon reviewing the results of this analysis, it is our opinion that the structure does meet the specified
IBC/ ASCE code requirements. The concrete pole and foundation are therefore deemed adequate to support
the proposed loading as listed in this report.
Page2
PA2019-108
M SQUARft.,
WIRELESS
Proposed Loading
Mount Qty. Appurtenance Height (ft)
1 Omni Antenna
1 Equipment Shroud
26.5 2 Micro Radio 2203 RRU
2 Micro Radio 2205 RRU
1 Raycap RSCAC-6533-P-120-D
22.0 2 Street Light
15.0 1 Future Banner (2.5'x8')
10.75 1 Street Sign
5.0 1 Street Sign
Structure Usages
Concrete Pole .210
Foundation .771
l" Bolt .240
Rating= 77.1 % Pass
Foundation is sufficient by rigorous structural analysis.
New 30.0" x 6.0' Foundation:
Required Embedment: 4.625' See Attached Enercalc
Mount Carrier Type
Pole Top AT&T
6' Arm -
- -
Page 3
PA2019-108
Street Light
Concrete Pole Height
Weight (lbs)
Allowable G.L. Moment
Site Name:
Client:
Carrier:
Date:
Light Mast Arm
Moment
Wind Load
20'-3" CP
Mast Arm
Appurtenance Name
Street Light
Mast Arm
Appurtenance Name
Galtronics GQ2410-06621 Antenna
Commscope SCC-760236966 Equipment Shroud
Ericsson Micro Radio 2203 RRU
Ericsson Micro Radio 2205 RRU
Raycap RSCAC-6533-P-120-D
Street Sign
Street Sign
Future Banner (2.5'x8')
Seismic
20'-3" CP
Mast Arm
Wind G.L. Moment
Total Wind G.L. Moment
Wind Base Shear
Appurtenance Name
Galtronics GQ2410-06621 Antenna
Commscope SCC-760236966 Equipment Shroud
Ericsson Micro Radio 2203 RRU
Ericsson Micro Radio 2205 RRU
Raycap RSCAC-6533-P-120-D
Street Sign
Street Sign
Future Banner (2.5'x8')
Seismic G.L. Moment
Total Seismic G.L. Moment
Seismic Base Shear
Governing G.L. Moment
Total G.L. Moment
Allowable G.L. Moment
% Capacity
Shear=
Weight=
20.3
.··1320
43600
HBNPB 042
ERICSSON
AT&T
9/18/2019
Dist. From
CL. (ft)
6.0
6;0
Elevation
20.3
20.0
26.5
26.5
26.S
26.5
26.S
10.8
5.0
18.8
Elevation
20.3
20.0
26.S
26.S
26.5
26.S
26.5
10.8
5.0
18.8
M SQUARl!f•"'
WIRELESS
Street Light Load Calculator vl.0
Design Wind Velocity: 85
Wind Centerline: 24.8
Exposure Category: C
Weight Moment
(lbs) (ft-lbs)
17.8 107.04
25.0 150.00
257.0
G.L.
Quantity F-norm F-perp Moment
(lbs) (lbs) (ft-lbs)
1 135.7 135.7 1377.06
2 0.4 8.4 336.75
1 12.3 12.3 324.83
1 26.1 26.1 692.26
2 7.4 3.7 390.97
2 7.4 4.5 390.97
1 10.7 9.3 283.32
1 20.3 0.1 218.07
1 20.3 0.1 101.43
1 327.2 327.2 6134.79
4014.2
4271.31
567.7
G.L.
Quantity F-norm F-perp Moment
(lbs) (lbs) (ft-lbs)
1 663.2 663.2 6731.99
2 11.8 11.8 473.25
1 10.3 10.3 273.58
1 31.S 31.5 835.14
2 5.4 5.4 285.68
2 4.8 4.8 254.00
1 1.2 1.2 32.40
1 0.8 0.8 9.13
1 0.8 0.8 4.25
1 6.8 6.8 127.97
8895.2
9152.21
736.8
Seismic Governs
9152
43600
21.0%1
737
1463
PA2019-108
SIMPSON
®
Anchor Designer™
Software
Version 2.8.7094.0
1.Project information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast-in-place
Material: F1554 Grade 55
Diameter (inch): 1.000
Effective Embedment depth, het (inch): 36.000
Anchor category: -
Anchor ductility: Yes
hmin (inch): 37.75
Cmin (inch): 1.44
Smin (inch): 4.00
Recommended Anchor
Company:
Engineer:
Project: HBNPB_045
Address:
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 60.00
State: Uncracked
Compressive strength, f c (psi): 3000
4-'c,v: 1.4
Reinforcement condition: A tension, A shear
Supplemental reinforcement: No
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore 6do requirement: Yes
Build-up grout pad: Yes
Base Plate
Date: 8/15/2019
Page: 1/6
Length x Width x Thickness (inch): 16.00 x 16.00 x 1.00
Yield stress: 34084 psi
Profile type/size: HSS14X0.250
Anchor Name: Heavy Hex Bolt - 1 "0 Heavy Hex Bolt, F1554 Gr. 55
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
SIMPSON
Load and Geometry
Anchor Designer™
Software
Version 2.8.7094.0
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: Yes
Anchors only resisting wind and/or seismic loads: Yes
Strength level loads:
Nua [lb]: -1463
Vuax [lb]: 737
Vuay [lb]: 0
Mux [fl-lb]: 0
Muy [fl-lb]: 9152
Muz [fl-lb]: 0
<Figure 1>
Company: Date: 8/15/2019
Engineer: Page: 2/6
Project: HBNPB_045
Address:
Phone:
E-mail:
14631b
Olb
9152 ft-lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc_ 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
SIMPSON
®
<Figure 2>
Anchor Designer™
Software
Version 2.8.7094.0
10.77
Company:
Engineer:
Project:
Address:
Phone:
E-mail:
HBNPB_045
10.77
" t--0 .....
Date: 8/15/2019
Page: 3/6
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
SIMPSON
®
Anchor Designer™
Software
Version 2.8. 7094.0
3. Resulting Anchor Forces
Company:
Engineer:
Project:
Address:
Phone:
E-mail:
Anchor Tension load, Shear load x,
Nua (lb)
3955.7
2 3955.7
3 0.0
4 0.0
Sum 7911.5
Maximum concrete compression strain (0/oo): 0.07
Maximum concrete compression stress (psi): 288
Resultant tension force (lb): 7911
Resultant compression force (lb): 9373
Vuax (lb)
184.3
184.3
184.3
184.3
737.0
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
4. Steel Strength of Anchor in Tension {Sec. 17.4.1)
Nsa (lb) <p <j)Nsa (lb)
45450 0.75 34088
5. Concrete Breakout Strength of Anchor in Tension {Sec. 17.4.2)
Nb= kcAa✓f'chet1·5 (Eq. 17.4.2.2a)
kc Aa fc (psi) her (in) Nb (lb)
24.0 1.00 3000 15.193 77849
<j}Ncbg =<j) (ANcl ANco) ':Pec,N 'f'ed,N 'Pc,N lf'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b)
ANc (in2) ANco (in2) Ca,min (in) 'Pec,N 'f'ed,N 'Pc,N
1126.27 2077.54 10.77 1.000 0.842 1.25
6. Pullout Strength of Anchor in Tension {Sec. 17.4.3)
rpNpn = <p'Pc,PNp = r/J'Pc,P8Abrgfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
'Pc,P Abrg (in2) fc (psi) r/J rpNpn (lb)
1.4 1.50 3000 0.70 35304
HBNPB_045
Shear load y,
Vuay (lb)
0.0
0.0
0.0
0.0
0.0
<Figure 3>
'f'cp,N
1.000
Date: 8/15/2019
Page: 4/6
Shear load combined,
✓(Vuax)2+(Vuay)2 (lb)
184.3
184.3
184.3
184.3
737.0
01 02
Nb (lb) <j}Ncbg (lb)
77849 0.75 33305
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Cornpany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
SIMPSON
®
Anchor Designer™
Software
Version 2.8. 7094.0
Company:
Engineer:
Project:
Address:
Phone:
E-mail:
7. Side-Face Blowout Strength of Anchor in Tension (Sec. 17.4.4)
Date: 8/15/2019
Page: 5/6
HBNPB_045
rpNsbg = ¢{(1+ca2ICa1)/4}(1+s/6cat)Nsb = ¢{(1+ca2/Cat)/4}(1+s/6Cat)(160Cat✓Abrg)A✓fc (Sec. 17.3.1, Eq. 17.4.4.1 & 17.4.4.2)
S (in) Cat (in) Ca2 (in) Abrg (in2) Aa fc (psi) (V ¢Nsbg (lb)
12.02 10.77 10.77 1.50 1.00 3000 0.75 51429
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vsa (lb) {Vgrout ¢ {Vgrout¢Vsa (lb)
27270 0.8 0.65 14180
9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2)
Shear perpendicular to edge in x-direction:
Vbx = minj7(le/da}°-2✓daAa✓f'cCat1·5; 9Aa✓fcCat1 ·51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in) da (in) Aa fc (psi) Cat (in) Vbx (lb)
8.00 1.000 1.00 3000 10.77 17423
¢Vcbgx =¢(Ave/ Avco)'Pec,V'Ped,V'Pc,V'Ph,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b)
Avco (in2) 'Pee, V 'Ped,V 'Pc,v
542.16 521.97 1.000 0.900 1.400 1.000
Shear parallel to edge in x-direction:
Vby = minl7(le/da)0·2✓dak✓fcCat1·5; 9-1a✓f'cCat1 ·51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in) da (in) Aa fc (psi) Cat (in) Vby (lb)
8.00 1.000 1.00 3000 10.77 17423
¢Vcbgx = ¢ (2)(Avcl Avco) 'Pec,v'Ped,V'-Pc,v'Ph,vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1 b)
'Pee, V '-Ped,V '-Pc,V 'Ph.v
542.16 521.97 1.000 1.000 1.400 1.000
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
¢Vcpg = rpkcpNcbg = ¢kcp(ANcl ANco)'Pec,N'-Ped,N'Pc,N'Pcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1b)
kcp ANc (in2) ANco (in2) 'Pec,N '-Ped,N 'Pc,N '-Pcp,N
2.0 1126.27 463.97 1.000 1.000 1.250 1.000
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6.)
Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio
Steel 3956 34088 0.12
Concrete breakout 7911 33305 0.24
Pullout 3956 35304 0.11
Side-face blowout 7911 51429 0.15
Shear Factored Load, Vua (lb) Design Strength, 0Vn (lb) Ratio
Steel 184 14180 0.01
T Concrete breakout x+ 737 17102 0.04
II Concrete breakout y+ 369 38004 0.01
Vbx (lb) ¢ ¢Vcbgx (lb)
17423 0.75 17102
Vby (lb) ¢ ¢Vcbgx (lb)
17423 0.75 38004
Nb (lb) ¢ ¢Vcpg (lb)
25291 0.70 107436
Status
Pass
Pass (Governs)
Pass
Pass
Status
Pass
Pass (Governs)
Pass (Governs)
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
SIMPSON
®
Pryout
Interaction check
Sec. 17.6 .. 1
Anchor Designer™
Software
Version 2.8.7094.0
737
Nuafr/>Nn Vuafr/>Vn
0.24 0.00
Company:
Engineer:
Project: HBNPB_045
Address:
Phone:
E-mail:
107436 0.01
Combined Ratio Permissible
23.8% 1.0
1"0 Heavy Hex Bolt, F1554 Gr. 55 with hef = 36.000 inch meets the selected design criteria.
Base Plate Thickness
Required base plate thickness: 0.420 inch
12. Warnings
Date: 8/15/2019
Page: 6/6
Pass
Status
Pass
-Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17. 7 .1 and 17. 7 .2 for torqued cast-in-place anchor is waived per
designer option.
-Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
PA2019-108
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 18 SEP 2019, 4:40PM
• · FitE):=. D:\propbox (MLE)\¥2\2019\08 -Augus~Ericsson\Bat~h 1\HB~PB .... 942\Calcs\F.?undation.ec6 .
Software copylight ENERCALC; INC, .1963-2018, Build:10.1R12.30.,
Description : New Foundation
Code References
Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
Genera/Information
Pole Footing Shape
Pole Footing Width .......... , . ,
Rectangular
30.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive ............ , .... .
Max Passive .................. ,
Controlling Values
Governing Load Combination: +D+0.70E+H
Lateral Load
Moment
NO Ground Surface Restraint
Pressures at 1/3 Depth
Actual
Allowable
Footing Base Area
Maximum Soil Pressure
Applied Loads
200.0 pcf
psf
0.5159 k
6.397 k-ft
300.928 psf
302.137 psf
6.250 ft"2
0.2341 ksf
Point Load
Lateral Concentrated Load (k) Lateral Distributed Loads (kif)
D: Dead Load
Lr : Roof Live
L: Live
S: Snow
W: Wind
E : Earthquake
H : Lateral Earth
Load distance above
ground surface
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L +H
+D+0.750L +0.750S+H
+D+0.60W+H
+D-0.60W+H
+D+0.70E+H
k
k
k
k
0.5680 k
0.7370 k
k
12.40 ft
TOP of Load above ground surface
BOTTOM of Load above ground surface
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
0.341 4.226
0.341 4.226
0.516 6.397
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
k/ft
ft
ft
Soil Surface
0.13
0.13
0.13
0.13
0.13
0.13
4.00
4.00
4.63
0.0
0.0
0.0
0.0
0.0
0.0
259.4
259.4
300,9
No lateral restraint
Vertical Load (k)
0.0
0,0
0.0
0.0
0,0
0.0
259.8
259.8
302.1
1.463 k
k
k
k
k
k
k
1.000
1,000
1.000
1.000
1,000
1.000
1.000
1.000
1.000
PA2019-108
TiM Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Pe>leFooti119.Em.bedded in Soil .;
Description : New Foundation
+D+0. 750Lr+O. 750L +0.450W+H
+D+0. 750Lr+O. 750L-0.450W+H
+D+0.750L +O. 750S+0.450W+H
+D+0.750L+0.750S-0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60D-0.60W+0.60H
+0.60D+0.70E+0.60H
0.256
0.256
0.256
0.256
0.387
0.341
0.341
0.516
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 18 SEP 2019, 4:40PM
File~ D:\Dropbox(MLE)\M2\2019\08 -August\Ericsson\Batch•1\H.BNPB_042\Calcs\Foundation;ec6 .
Software co ri ht ENERCALC; INC .. 1Q8~2018, Build:10.18.12.30 .
3.169 3.63 233.6 234.5 1.000
3.169 3.63 233.6 234.5 1.000
3.169 3.63 233.6 234.5 1.000
3.169 3.63 233.6 234.5 1.000
4.798 4.13 271.2 272.2 1.000
4.226 4.00 259.4 259.8 1.000
4.226 4.00 259.4 259.8 1.000
6.397 4.63 300.9 302.1 1.000
PA2019-108
M SQUARfi.,
WIRELESS
APPENDIX A
Design Tables & Resources
Page4
PA2019-108
Seismic Loads
Latitude and longitude were determined from existing as-builts, AT&T records, and confirmed using
GoogleEarth. Design spectral acceleration parameters were optained using NSHMP Hazard, a program
by USGS for determining seismic values within the continental US. Input data and program output are
provided at the end of this report.
Latitude: 33.604239 °
Longitude: -ll7.0653 °
S= s 1.698 Site Class: D
F = a 1.00 Occupancy Category: II
SMs= 1.698 Importance Factor, I: 1.00
SDs = 1.132 Seismic Design Catagory D
S1= 0.622 Amplification Factor, cJp: 1.0
F = V 1.50 Response Factor,~: 2;5
SM1= 0.933 z= 1.0 ft
Sm= 0.622 h= 1.0 ft
Telecommunication cabinets and radio equipment are non-structural components to be designed under
the provisions of ASCE 7-10 chapter 13.
(ASCE 7-10 13.3-3) F . = 0 3SDSI W p,mm • p p
(ASCE 1-10 13.3-1) F, =
0·Tf-Jw, (1 + 2f J
(ASCE 7-10 13.3-2) F = I 6SDSI W p,max • p p
0.340 w P
0.543 WP
1.811 Wp
VseFP = 0.543 wP
PA2019-108
, 8/19/2019 ATC Hazards by Location
L\TC Hazards by Location
Search Information
Coordinates: 33.604239, -117.87726
Elevation: ft
Timestamp:
Hazard Type:
Reference
Document:
Risk Category:
2019-08-19T07:27:11.902Z
Seismic
ASCE7-10
II
Site Class: D
Riverslde-o
Tetrl~cula
0
i' -_mw,
Vista,_, Na~jona
jjMap data @:>Hepott:all)Bl? ertoe!
MCER Horizontal Response Spectrum Design Horizontal Response Spectrum
Sa{g)
1.50
1.00
0.50
0.00
0 2
Basic Parameters
Name Value
Ss 1.698
S1 0.622
SMs 1.698
SM1 0.933
Sos 1.132
So1 0.622
4 6 8 Period {s)
Description
MCER ground motion (period=0.2s)
MCER ground motion (period=1.0s)
Site-modified spectral acceleration value
Sa{g)
1.00
0.80
0.60
0.40
0.20
0.00
Site-modified spectral acceleration value
Numeric seismic design value at 0.2s SA
Numeric seismic design value at 1.0s SA
•Additional Information
Name
SDC
CRs
Value
D
1.5
0.902
Description
Seismic design category
Site amplification factor at 0.2s
Site amplification factor at 1.0s
Coefficient of risk (0.2s)
https://hazards.atcouncil.org/#/seismic?lat=33.604239 &lng=-117 .877260 &address=
0 2 4 6 8 Period {s)
1/2
PA2019-108
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CR1
PGA
SsRT
SsUH
SsD
S1RT
S1UH
S1D
PGAd
0.92
0.697
0.697
8
1.698
1.883
3.261
0.622
0.676
1.101
1.195
ATC Hazards by Location
Coefficient of risk (1.0s)
MCE8 peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long-period transition period (s)
Probabilistic risk-targeted ground motion (0.2s)
Factored uniform-hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (0.2s)
Probabilistic risk-targeted ground motion (1.0s)
Factored uniform-hazard spectral acceleration (2% probability of
exceedance in 50 years)
Factored deterministic acceleration value (1.0s)
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude
location in the report.
https://hazards.atcouncil.org/#/seismic?lat=33.604239 &lng=-117 .877260 &address= 2/2
PA2019-108
, 8/19/2019 ATC Hazards by Location
C\TC Hazards by Location
Search Information
Coordinates: 33.604239, -117.87726
Elevation: ft
Timestamp: 2019-08-19T07 :27 :25 .4872
Hazard Type: Wind
ASCE 7-16 ASCE 7-10 ASCE 7-05
MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed ----·----85 mph
MRI 25-Year 72 mph MRI 25-Year 79 mph
MRI 50-Year 77 mph MRI 50-Year ... 85 mph
MRI 100-Year 82 mph MRI 100-Year 91 mph
Risk Category I 89 mph Risk Category I 100 mph
Risk Category 11 96 mph Risk Category 11 110 mph
Risk Category 111 102 mph Risk Category III-IV 115 mph
Risk Category IV 107 mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building
code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before
proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal
areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past
the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region
boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne
debris region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility
or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without
competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does
not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge
in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the
report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of
this website does not imolv aooroval bv the aovernina buildina code bodies resoonsible for buildina code aooroval and interoretation for the
https://hazards.atcouncil.org/#/wind?lat=33.604239 &lng=-117 .877260 &address= 1 /2
PA2019-108
I 8/19/2.019 ATC Hazards by Location
building site described by latitude/longitude location in the report.
https://hazards.atcouncil.org/#/wind?lat=33.604239 &lng=-117.877260 &address= 2/2
PA2019-108