09-1122 (SOTB)P.O. BOX 1504,
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253.
Application Number: '0'9==0:0,..0_0,11.2,2__r
Property Address: 54005-MADISON ST
APN: 775-100-004- - -
Application description: STRUCTURES OTHER THAN BUILDINGS
Property Zoning: MAJOR :COMMUNITY FACILITY
Application valuation: 31450
Applicant: Architect or Engirt er:
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Owner:
CITY OF LA QUINTA
P 0 BOX 1504
LA QUINTA, CA 92253
___--Contractor:
Contractor:
WESTERN TEL-COM DEVELOI
41715 CHERRY STREET
MURRIETA, CA 92562
(951)304-1002
Lic. No.: 515503
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 7/08/10
.._....;.U.�._ . ; t
CITY r;r• ;_Ae,`jlsNWTA
LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION
hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations:
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full .force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
License Class: B C7 C10 License No.: 515503- for by Section 3700 of the Labor Code, for the performance of. the work for which this permit is
issued.
'- yfe i.. '� wzs . � Tel o w,
Date• r Contractor: I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation•
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also.requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State -
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(•_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
• improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not.build or
improve for the purpose of sale.).
1 ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractorls) licensed
pursuant to the Contractors' State License Law.).
1 _ 1 I am exempt under Sec. , B.&P.C. for this reason
Date: Owner:
CONSTRUCTION LENDING AGENCY ,
I hereby affirm under penalty of perjury that there, is a construction lending agency for the performance of the _
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name: - - -
Lender's Address:
insurance carrier and policy number are:
Carrier CA CONTR NETWRK Policy Number 4503-024
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject the workers' compensation provisions of Section
r , &700 of the Labor Cod I shall orthwit ly. with those provisions.
''
`Date;-? -Applicant:-
WARNING: FAILURE TO SECUR WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the.
conditions and restrictions'set forth on this application.
1 .. Each person upon whose behalf this application is made, each person at whose request and for
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is parectI agree to comply with all
city and county ordinances and state laws relating to building construction, ere uthorize representatives
of•this^�cfo pity to enter upon the above -mentioned property for i pec ' osos -
Date:" ` o /0- • Signature (Applicant -or Agent):
LQPERMIT
Application Number . . . . 09-00001122
Permit . . . BUILDING PERMIT'
Additional desc .
Permit .Fee 297.50 Plan Check Fee ..
193.38
Issue Date- Valuation . . .
. 31450
Expiration Date 1/04/11
Qty Unit Charge Per
Extension
BASE FEE
252.00 -
7.00 6.5000 THOU BLDG 25,001-50,000
45.50 .
Permit ELEC-MISCELLANEOUS
-- -- ----- -- Addit'ionaa1 desc - ----_ -- - - _.__...._.__.._
...... ..........:.. __..._..�_..
Permit Fee 35.75 Plan Check Fee
8.94
Issue Date . . . . Valuation
0
;- Expiration Date 1/04/11
- - Qty Unit Charge Per
Extension
BASE FEE
15.00
In 3.00 .7500.PER ELEC DEVICE/FIXTURE 1ST 20
2.25
=n ;:1 . 00 18 .5000 ' EA . ELEC SVC <=600V/<=200A
18.50
------------------------------------------------------
Special Notes and Comments
-
VERIZON WIRELESS 60 FT HGT. WIRELESS
COMMUNICATION MONOPALM, 77 LIN FT 7FT
HGT BLOCK ENCLOSURE FOR "STATE APPROVED,"
EQUIPMENT COACH (11.5x16FT).2007 CODES.
7 -------------------------------------------------------------------
Other Fees . . . . . BLDG STDS ADMIN (SB1473)
2.00
ENERGY REVIEW FEE
19.34
STRONG MOTION (SMI) - COM
6.60
Fee summary Charged_. Paid Credited
Due
-- - -- - - - -- -- -- - - - - ------ - - - - -- --
Permit Fee Total 333.25 .00 .00
333.25
Plan Check Total 202.32 .00 .00
202.32
- Other Fee Total 27.94 .00 .00
27.94
Grand Total 563.51 .00 .00
563.51
LQPERMIT
R
#
,
City of La Quinta
Building 8r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit # I�1 j
0
Pro,jec
Owner's Name: G atA w)+A
P. Number: 7 _ 0® _�y
Address: «e C IC D
6()7 •5
City, ST, Zip: c A Qui�4 A, CA 9 22� �
Contractor: i
N�a
Telephone: -7 (Od - O 3 S
Address:
Project Description: 1 r3f,jNA- A --1 i W
City, ST, Zip:
fL t J �1 �lzl ZpIJ' . W i rzeCiE55 CeAl
Telephone:
<:, : <v:>i7%z:`'• `:.}::
W l S
fife ?1i l 5%�
State Lie. # :
City Lie. #:
M:uI PW E70U CpAC ¢/ Awn-) N E7u% .
FKAN K
Arch., Engr., Designer: 'DePia �eS!!eN 6eNr.Ates
f��Np-p�Ll�/! .
Address: u, CgNU No Ize tq 2I
City., ST, Zip: -T0S4jt,3 C,,
t=Ay t
Telephone _IIy �30-0(00l0
•�������: ,. {,
?' "::`.. �•::..��. ..:•::�.� `::
'•<''� � �rf ; .: p :.; ,�.:.: •::
Construction T
o YPe' Occupancy.
State Lic. #: - Q( (0 34
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person: >3ft'L ape/ NS
Sq. Ft.: —
# Stories:
# Uni
Telephone # of Contact Person:.) (t-() -73 0 - o
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
3
Plan Check submitted
qtem
Amount
Structural Cates.
a
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
//
Plan Check Balance
Title 24 Calcs.
Plans picked up - i
Y • -
j Z
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
' d
2°" Review, ready for orrections ue
Electrical
\
Subcontactor List
Called Contact Person le
1
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
''" Review, ready for correctio issue
1
Developer Impact Fee
Planning Approval
Called Contact Person
I'
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
4
, i f'
Io1,30 . �C ,�o .tam
John R. Hawkins
Fire Chief
Proudly serving the
unincorporated
areas of Riverside
County and the
Cities of:
Banning
Beaumont
4.
Calimesa
Canyon Lake
Coachella
Desert Hot Springs
Indian Wells
❖
Indio
4-
Lake Elsinore
4.
La Quinta
4.
Moreno Valley
Palm Desert
4.
Perris
e•
Rancho Mirage
Rubidoux CSD
4.
San Jacinto
4. .
Temecula
Board of Supervisors
Bob Buster,
District 1
John Tavaglione,
District 2
Jeff Stone,
District 3
Roy Wilson,
District 4
Marion Ashley,.
District 5
RIVERSIDE COUNTY
FIR.EDEPARTMENT
In cooperation with the
California Department -of Forestry and Fire Protection
210 West San Jacinto Avenue Perris, California 92570 (951) 940-6900 • Fax (961) 940-6910
May 14, 2009
RE: Building PLAN CHECK
LAQ-09-BP-040 Verizon Wireless 54001 Madison St. La Quinta, CA
Fire Department personnel have reviewed and approved the plans you submitted for the above
referenced project. Please be advised the following conditions apply as a part of the
conditions for the issuance of a building permit. THIS IS NOT AN OCCUPANCY PERMIT.
It is prohibited to use/process or store any materials in this occupancy that would classify it as
an "H" occupancy per 2007 UBC.
THE FOLLOWING CONDITIONS MUST BE MET PRIOR TO INSPECTION:
A minimum 2AI08C Fire Extinguisher, (State Fire Marshal Approved) must be mounted in a
visible location within 75' walking distance from any point in your building or suite. Fire
extinguishers can be installed by a licensed extinguisher. company with a State Fire Marshal
service tag attached to the extinguisher, or purchased from a retail store with a sales receipt
attached. A licensed fire extinguisher company must service extinguisher, yearly.
Install Knox Key Lock box, mounted per recommended standard of the Knox Company.
Special forms are available from this office for the ordering of the Key Switch. This form
must be authorized and signed by this office for the correctly coded system to be purchased.
Provided information indicating who to contact in the event of an emergency. Post
information on the gate leading to the wireless facility. Ensure that the materials used for
posting are weather proof/resistant.
Applicant/installer shall be responsible. to contact the Fire Department to schedule inspections:
Requests for inspections are to be made at least 72 hours in advance and may be arranged by
calling (760) 863-8886.
All questions regarding the meaning of these conditions should be referred to the.Fire
Department Planning & Engineering Staff at (760) 863-8886.
P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT
78-495 CALVE TAMPICO o (760) 77,7-7012
LA QUINTA, CAL'IFORNIA 92253 FAX (760) 777-7011
To: Greg,Butler, Building & Safety Manager To CDD:
From: Les Johnson, Director -Planning . Due Date:
Permit #: Status:
Rullding Plans Approval
(This, is an approval to .issue a Building Permit)
The Planning Department has reviewed the Building Plans for the following
project:
Description: ee ez V-
Address or General Location: _ p0/
Applicant Contact: 3_4QZ 73d p6o
The Planning Department finds that:
❑ ...these Building Plans do not require Planning Department approval.
. ...these Building Plans are approved by the Planning Department.
❑ ...these Building . Plans require corrections. Please forward a copy of the
attached corrections to the applicant. When the corrections are made
please return them to the Planning Department for review.
r
z
Les Johns , Director -Planning ate
0
�
�
r
:SHUCRI "CHUCK", I. YAGHI
Consulting Engineers. - Residential &.Commercial
1.12 E. Chapman Ave, Suite:D, Orange, CA 92866 TEL 714/997,-.9120 ,FAX 714/744=3676
LA Q
Millen
CITY CQ F U I NiA
STRUCTURAL CALCULATfONS
BUILDI;N.G_..,& SAFETY DEFT.
DESIGNED BY: S
APPROVED .
:.. FORI CONSTRUCTION..
JOB NUMBER:
�J OA TE /ze BY
DATE.:,
_..._
Pk
OJECT: VZ,�/'i - l
CLIENT:.,,�)
BUILDING -CODE: INTERNATIONAL BUILDING CODE 2006.EDITION, C.B.C. 2007 EDITION &
L.A.C. CODE'LATEST EDITION
MATERIALS: Except as otherwise specified herein:
O @ O SSIO
JGRI ►, y� 4� Concrete 2,500 PS1 at.28 days.
Concrete Block
��. Grade N' : Light Weight Units; ASTM,C-90
U? Brick Masonry Grade MW, 2,500 PSI Units ASTM -62
No. �.43205 �p Reinforced'Steel 20,000. PSI :(ASTM A615, Grade 40
iL+ ,.. 3/31/10 �'
Structural Steel ) .
24,000 PSI ..(Compact) (ASTM A572 Grade 50)
sA r. Structural Pipe 22,000 PSI (ASTM A-53)
Cl (IL ��P f Plywood Sheathing D.F.P.A., Structural II, INTR., P.S.1-95
OP OAOV. '� Glu=Laminated Beams. 2,400 PS.I (D.F.- Larch Comb."A" or Comb.
Lumber Grade Marked D.F:-Larch, W.C.L.B.
PSL 2.0 E
Soils Bearing Pressure 1500' PSF m
DATE SIGNED: in, unless specified in soils report.
DESIGN. REFERENCE: (Including Charts .& Tables from):
Lumber &Timber Wood Structural Design Data (Volumel )
D a National Lumber Manufacturers Association
OCT 2 3 2009 Steel Manual.of Steel Construction, AISC
Concrete Reinforced Concrete Design Handbook,
gy ACI: Ultimate Strength Design Handbook, ACI
Concrete Block & MasonryDesign Manual, by Masonry
Brick Masonry Industry
rnr>
Title .:New...
Page:
,. Shucrn Yaghi Consultin En meerin
g 9 g
Job # :...New...
Description....
Dsgnr:
Date: NOV 25;2008
A1i2 E, Chapman Ave., Suite D
.
Orange CA 92866 ,(714) 997.=9120
Retain; o 2007., 24-Jul-2008, (c) 1989-2008
This WalLin'File: c:10rogram fileM'rp20071brewe.rpS
www-Mtainpro.com/support for latest release `.. Cantlli'Vered..Retahr1111
R Istratlon#:.RP=1157865 ':.RF201)7-N. g WaII.Desigrl
COde:IBC,20O6
Criteria - - - - -
-- - - - - --
- ;- _
--
SOJI Data . -
Footing Dimensions 8 Stren
Retained Heighf ' = A.50 ft
Wall height above soil = 6.50 ft
Allow Soil Beanng - 9;995.0 psf
Equivalent Fluid Pressure Method.
-'-Toe Width
1 04 ft
Slope Behind Wall - 0.00 : 1
Heel Active Pressure = 35 0 psf/ft
Heel Width
:Total Footing Width
- 1.71
_ -' 2.75
Height of Soil over Toe . 6.00 in
Toe Active Pressure = 35.0 psf/ft
Passive Pressure -
Footing Thickness
; .'
- 12.00 in
.
Waferheight over heel 0.0 ft .
200.0 psf/ft.
Soil Density Heel _ 110.00 pcf
Key Width
-
_ 0.00 in
Wind on Stem - 18.2 psf
Soil be sity, Toe
n 0:00 pcf •
_
Footin Soif Friction' :: ' '
9 II 0:300'
Key Depth
Key. Distance from -Toe
_ . i
0 :00 n .. ......
ft
_Vertical component of active
lateral soil pressure options:
Soil height to ignore
for passive pressure = 0.00 in
fc = 2,500 psi . . Fy. = 60;000 psi
Footing Concrete Density = 150:00 pcf
USED.for Soil Pressure.
Min. As %
_ , . 0.0018
NOT USED for Sliding Resistance.
Cover @ Top = 2.00 in
@ Btm:= 3.60 in
USED for'Overturning Resistance.
Surcharge Loads -,
Surcharge.
----- --- ----- ..- :.
;Lateral Load Applied to Stem' .
-- ---- -- .....�
- -
Adjacent Footing Load.
-Over Heel - O.O psf
. .
Used To, Resist Sliding 8 Overturning_
Lateral Load. b o #/ft
Adjacent Footing Load =.
0.0 Ibs'
Surcharge Over Toe = 0.0 psf
P
..."eight to.Top _ .0.00 ft
Footing Width =
.
-. 0.00 ft
Used.for Sliding8 Overturnin
�. g- . `.
-••Height to Bottom = 0.00 ft
Eccentricity =
0.00 in
�AXlal Load Applied to'Stem - -,
Wallao Ftg CL Dist ` =
0.00 ft
�.
Axial Dead Load . . = - 0,0 Ibs
Footing Type
Base Above/Below Soil
Line Load
-
Axial Live. Load = 0.0 Ibs
Axial Load Eccentricity = 0.0
at Back of Wall =
0.0 ft
in
Poisson's Ratio"
0.300
Earth Pressure Seismic Load ;
Kae for seismic earth pressure = 0.418
Design Kh = 0.200 g NNOMM
Ka for static earth pressure = ' 0.277
Added seismic base force
12.4 Ibs
Using Mononobe-Okabe / Seed -Whitman procedure Difference:. Kae - Ka 0.141
St@Rl Weight Seismic Load.
Fp
,
Design Summary
/ Wp Weight Multiplier. = 0:200 g
---- ----- ---- ---- -
Added .seism ic base force
77.5 Ibs
Stem Construction :'. Top Stem
2nd
Wall Stability Ratios
Overturning =
Design Height Above Ftc 'n = Stem OK
2.67
Stem OK
-
1.62 OK
Sliding . 2.62 OK
.
Wall Material Above "Ht" = Masonry
0.00
Masonry
Thickness = 8.00
8.00
Total bearingLoad =
..:resultant ecc. 19.89 ibs
Rebar Size = # 4
RebarSpacing _ 32.00
# 5
_ : 9 89 in
.:
Rebar Placed at Center
16.00
Center
Soil Pressure @ Toe = 1,248 psf OK
Design Data ---------_.-______
Soil Pressure @.Heel = 0 sf OK .
P
fb/FB + fa/Fa = 0.649
0.945
Allowable _ 1,995 Psf .
Total Force @.Section Ibs = .126.6
197.0
:. Soil Pressure Less Than Allowable
Moment .... Actual . - ft #= 274.2
714.7
ACI Factored@ Toe = 1,475 psf
ACI Factored@ Heel =
Moment..... Allowable ft-#= 499.7
756.1
0 psf
Footing Shear @Toe = 7.6 psi OK
Shear..... Actual psi 2.9
Shear.....Allowable psi = 25.8
4.7
Footing Shear @Heel = 2.5 psi OK
WaII Weight psf = 78.0
25.8
78.0
Allowable = 75.0 psi
Rebar Depth 'd' in = 3.75
3.75
i
Sliding Calcs (Vertical. Component NOT Used)
LAP SPLICE IF ABOVE in = 24.00
30.00
Lateral Sliding Force = 208:0 Ibs
LAP SPLICE IF BELOW in = 24.00
less 100% Passive Force = - 225.0 Ibs
less ,100% Friction
HOOK EMBED INTO FTG in =
7.00
Force = - 304.8 Ibs
Masonry Data
Added ForceReq'd = 0.0Ibs OK
•fin Psi=--1,500
1,500 -�-
--
....for 1.5 r 1 Stability = 0.0 Ibs OK
Fs Psi = 20,000
Solid Grouting =
20,000
Load Factors ______.,__ ________
Yes
Use Full Stresses - No
Yes
Building Code IBC 2006
Dead Load
Modular Ratio 'n' - 21.48
No
21.48
1:200
Live Load
Short Term Factor - 1.330
1.330
1.600
Earth, H
Equiv. Solid Thick. in= 7.60
7.60'
. 1.600
Wind, W
Masonry Block Type = Medium Weight
1,600
Seismic, E
Masonry Design Method = -ASD
1.000
Concrete Data. =
fc psi
psi -
..__.-.-------
-- .
Fy psi =
'
Title .New...
Pager
._. Shucri Yaghi Consulting Engineering
Job ft New...
Description::.:
Dsgnr: Date: NOV 25,2008
. 112E Chapman Ave. suite
Orange CA' 92866 (Z 14) 997-9120
Retain Pro 2007 24-Jul-2008, (c) 1989-2008.,
.
This Wall in Filei c:lprogram files1rp20071breinre:rp5: .
www.retalnprocom/supportforlatestelease lrantl�gVered R@t8lnln Wall �1351 n
Re I§tratlon # : RP,1157865 g 9
..:RP2007-N'
.
Code:.IBC -2006
F Footing Deslgn:Results. .
1
Factored ,Pressure = . 1,475
Heel
0 psf
Mu`: Upward-. qq = 815
Oft#
Mu'.: Downward : = 180
206 ft #
'
..
Mu::` Design :' _ :635
206 ft-#
Actual 1=Way Shear. '= q. . 7.58 ' .
Allow.l Way Shear =
2.47 psi
. 75.00
Toe Reinforcing
75.00 psi ..
Other Acceptable Size Spacings
= None, Spec'd
Heel Reinforcin _
9 _ None Spec'd
:.
Toe: ..:Not req'd,.Mu cS.-"•Fr
Key Reinforcing _ '.None Speed
Heel: Not �eq'd, Mu < S ' Fr
Key: No key defined .
.Sufiima of OVerturnin .& Resisting -Ford e*s & Moments.: '
----- —�
OVERTURNING.....
Force
Item : '
Distance ..
ft
Moment
.... ..... ' .... ..
Force...RESID stance .. Moment '
_— .Ibs-
Heel Active Pressure 39A :
—
0.5.0
ft#
- — —
19.7 Soil Over'Heel '. -
Ibs
--
Toe Active Pressure = -39.4
Surcharge Over Toe =
0.50
.
-19.7 Sloped Soil Over Heel
57.3 2.23 127.7
Adjacent Footing Load =.
Surcharge Over Heel _
Added, Lateral Load -
Adjacent Footing Load =
Load @ Stem'Above Soil = 118A
4.75
Axial Dead Load on Stem = -
0.00
Seismic Earth Load = 12.4
0.90
561.0 Soil Over Toe
0.52
Seismic Stem Self Wt = 77.5
11.2 Surcharge Over Toe
.4.50
348.9 Stem Weight(s) _
Total = 208.0
O.T.M. _
Earth @Stem Transitions
-- 921.0
546:0 1.38 750.8
Resisting%Overturning Ratio
= .1.62
Footing Weighl _
Key Weight
412.6 1.38 . 567.3
Vertical Loads used for Soil Pressure = 1,031.7
Ibs Vert. Component
_
_-_
Vertical component of active pressure used for soil pressure �. Total1.031.7
15:8 2.75 43.6
Ibs R.M.= 1,489.5
DESIGNER NOTES:
Structural Calcula' dol
60-t Palm Tree Mon
CITY Ut- LA UUIN I A
BUILDING & SAFETY DEPT.,
APPROVED
FOR CONSTRUCTION
S..
j DATE " P BY E
,
_ --
For Verizon Wireless
Site ation:$OT Madison St. La.Quinta, CA
Site Name: Spanish Bay:
Designed According to: ANSUTIA-222-G 2005
Meets the Requirements of: 2007 California Building Code
Calculations Prepared by:
Aj
. w �sr
PxVinci Zniinae-rini, Inc.
c•�., iy,< y5 •��'
Job # 1508225-216
December 16, 2009
Revision # 1
. seao7 0
�xp.9-30-2011
srgr C I V 1\- ��,•
F.aF kF° C
Il DEC 2 2 2009
Table of Contents
Cell Trees, Inc. Job# 08-175
RISA Tower Monopole Design Summary and Sketch
Monopole Design Calculations
Monopole Base Plate and Anchor Bolt Design Calculations
Caisson Foundation Design Calculations
Anchor Bolt Embedment Calculations
Seismic Shear Calculations
DaVinci Engineering, hic. Cell Trees, Inc.
PO Box 1966 5401 S. Canada Place
Santa Maria, CA 93456 Tuscon, AZ 85706
(805)922-5221 (520)663-1330
www.davinci-engineerin2.com www.ceiltreesinc.com
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of
m
ee
m
G
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9
IA
N
yvy
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DESIGNED APPURTENANCE LOADING
MATERIAL STRENGTH
GRADE ! Fy I Fu GRADE I Fy Fu
A572.65 165 ksi - 160 ksi • -
TOWER DESIGN NOTES
1. Tower is located in Riverside County, California.
2. Tower designed for Exposure C to the TIA-222-G Standard.
3. Tower designed for a 90 mph basic wind in accordance with the TIA-222-G Standard.
4. Deflections are based upon a 60 mph wind.
5. TOWER RATING: 90.3%
R • 1 - • ,
AXIAL
711916 MOMENT
494 kip-k
REACTIONS -'90 mph WIND
- ' n1 a .. f • •.
PO Box 1966
Da Vinci Engineering, Inc.[Pa
Santa Maria, CA 93456 '
Phone: (805) 922-5221
FAX: 805 880-0402
1508225-216
ect 60-ff Palm Tree Mono ole
nt Verizon Wireless, Spanish Ba Drawn by: Simon Leland, P.E. ApPd
e: TIA-222-G Date: 12/16/09 iscale: NTS
''M,s „ s e,a.nexel,wrs�iowe FdMCMiee 1S]WCOdt$SIIBM DNgNU E-1
RI►SATO'WeY
Job
Page
1508225-216
1 of 9
Da Vinci Engineering, Inc.
Project
Date
PO Box 1966
60-ft Palm Tree Monopole
13:33:06 12/16/09
_ Santa Maria, CA 93456
Client
Designed by
Phone: (805) 922-5221
FAX: (805) 880-0402
Verizon Wireless, Spanish Bay
Simon Leland, P.E.
Tower In ,ut Data
p •
This tower is designed using the TIA-222-G standard
The following design criteria apply:
Tower is located in Riverside County, California.
Basic wind speed of 90 mph. Structure Class II. Exposure Category C.
Topographic Category 1.
Crest Height 0.00 ft.
Deflections calculated using a wind speed of 60 mph.
A non -linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Tapered Pole.Secti.on G.eometr
Y
Section Elevation
Section
Splice
Number
Top
Bottom
Wall
Bend
Pole Grade
Length
Length
of
Diameter
Diameter
Thickness
Radius
ft
ft
t
Sides
in
in
in
in
LI 57.00-17.00
40.00
3.00
18
18.0000
23.9820
0.1875
0.7500
A572-65
(65 ksi)
L2 17.00-1.00
I9.00
18
23.1583
26.0000
0.2188
0.8750
A572-65
--
(65 ksi)
Ta: ere°d P.ole:P`ro p ernes
Section Tip Dia.
Area
I
r
C
I/C
J
11/0
it,
iv/1
in
in'
in'
in
in
in,
in'
illy
ill
LI 18.2777
10.6007
424.9328
6.3234
9.1440
46.4712
850.4248
5.3013
2.8380
15.136
24.3520
14.1607
1012.9206
8.4470
12.1829
83.1431
2027.1740
7.0817
3.8908
20.751
L2 23.9712
15.9273
1058.8878
8.1436
11.7644
90.0075
2119.1690
7.9651
3.6909
16.873
26.4011
17.9002
1503.1570
9.1523
13.2080
113.8066
3008.2919
8.9518
4.1910
19.159
Feed: Line%Linear Appurfenances - Entered, As Area,
Description Face Allow Component Placement Total C,A;l Weight
or Shield Type Number
Leg ft 1'/fr Ar
7/8" C No Inside Pole 57.00 - 2.00 12 No Ice 0.00 0.33
Tower Pressures,.- No ice
G., _ i- ton
Section
=
Kz
q;
AG
F
AH
All
Alps
Leg
C.1A.4
CIAa
Elevation
a
%
In
Out
c
Face
Face
ftr
s
e
r'
1'
12
L157.00-17.00
36.63
1.024
20
71.049
A
0.000
71.049
71.049
100.00
0.000
0.000
B
0.000
71.049
100.00
0.000
0.000
C
0.000
71.049
100.00
0.000
0.000
L217.00-1.00
8.87
0.85
17
33.582
A
0.000
33.582
33.582
100.00
0.000
0.000
B
0.000
33.582
100.00
0.000
0.000
C
1 0.000
1 33.582
1
1 100.001
0.0001
0.000
RISATo, wer
Job
Page
1508225-216
2 of 9
Da Vinci Engineering, Inc.
Project I I
Date
PO Box 1966
60-ft Palm Tree Monopole
13:33:06 12/16/09
Santa Maria, CA 93456
Client
Designed by
Phone: (805) 922-5221
Verizon Wireless, Spanish Bay
Simon Leland, P.E.
FA t:• (805) 880-0402
Discrete' Tower Loads
Description
Face
or
Leg
Offset
Tjwe
Offsets:
Hor=
Lateral
Vert
It
A=inmth
Adjustment
o
Placement
ft
C.,A:,
Front
f12
C.4A,4
Side
hVeight
lb
Lightning Rod (optional)
C
None
0.0000
57.00
No Ice
0.25
0.00
75.00
(6) 52" x 13" x 7" Panel
A
From Face
2.50
0.0000
55.00
No Ice
6.57
3.58
50.00
0.00
0.00
(6) 52" x 13" x 7" Panel
B
From Face
2.50
0.0000
55.00
No Ice
6.57
3.58
50.00
0.00
0.00
(6) 52" x 13" x 7" Panel
C
From Face
2.50
0.0000
55.00
No Ice
6.57
3.58
50.00
0.00
0.00
Std. 10-ft T-Arm Mount
C
None
0.0000
55.00
No Ice
8.37
8.37
915.00
(80) Palm Tree Fronds
C
None
0.0000
57.00
No Ice
97.60
0.00
1046.00
Discrete A urten.ance Pressures,'- No, Ice;
Description
Aiming
A_inadh
°
6Veight
lb
Offset,
r
Offset,
t
=
r
K,
q;
s
C,,Ac
Front
t'
CAAc
Side
�
Lightning Rod (optional)
0.0000
75.00
0.00
0.00
57.00
1.124
22
0.25
0.00
52" x 13" x 7" Panel
300.0000
300.00
-2.83
-1.63
55.00
1.116
22
39.43
21.45
52" x 13" x 7" Panel
60.0000
300.00
2.83
-1.63
55.00
1.116
22
39.43
21.45
52" x 13" x 7" Panel
180.0000
300.00
0.00
3.26
55.00
1.116
22
39.43
21.45
Std. 10-11 T-Ann Mount
0.0000
915.00
0.00
0.00
55.00
1.116
22
8.37
8.37
(80) Palm Tree Fronds
0.0000
1046.00
0.00
0.00
57.00
1.124
22
97.60
0.00
Sum
2936.00
Load.C.ombinati:ons
Comb. Description
No.
l Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 0.9 Dead+1.6 Wind 0 deg - No Ice c
4 1.2 Dead+1.6 Wind 90 deg - No Ice
5 0.9 Dead+1.6 Wind 90 deg - No Ice
6 1.2 Dead+1.6 Wind 180 deg - No Ice
7 0.9 Dead+1.6 Wind 180 deg - No Ice
8 Dead+Wind 0 deg- Service
9 Dead+Wind 90 deg - Service
10 Dead+Wind 180 deg - Service
Maximum Member Forces
Section Elevation Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No. fr Type
Load
Moment
Moment
Comb.
lb
kip ft
kip ft
LI 57 - 17 Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
4
-5279.90
-310.89
0.00
Max. Mx
4
-5279.90
•-310.89
0.00
Max. My
2
-5279.90
0.00
310.89
Max. Vy
4
9325.70
-310.89
0.00
RISATower
Job
Page
1508225-216
3 of 9
Da Kiwi Engineering, Inc.Project
Date
PO Box 1966
60-ft Palm Tree Monopole
13:33:06 12/16/09
Santa Maria, CA 93456
Client
Designed by
Phone: (805) 922-5221
FAA':
Verizon Wireless, Spanish Bay
Simon Leland, P.E.
(805) 880-0402
Section Elevation Component
Condition
Gov.
Axial
Major Axis
Minor Axis
No. ft Type
Load
Moment
Moment
Comb.
lb
kip ft
kip ft
Max. Vx
2
-9325.70
0.00
310.89
L2 17 - 1 Pole
Max Tension
1
0.00
0.00
0.00
Max. Compression
4
-7110.84
-494.11
0.00
Max. Mx
4
-7110.84
-494.11
0.00
Max. My
2
-7110.84
0.00
494.11
Max. Vy
4
9944.98
-494.11
0.00
Max. Vx
2
-9944.98
0.00
494.11
:Maximum Reactions
Location Condition
Gov.
Vertical
Horizontal, X
Horizontal, Z
Load
lb
lb
lb
Comb.
Pole Max. Vert
2
7118.97
0.00
9939.16
Max. H,
10
5932.48
0.00
-2470.17
Max. H,
2
7118.97
0.00
9939.16
Max. M,
2
494.11
0.00
9939.16
Max. M,
4
494.11
-9939.16
0.00
Max. Torsion
5
0.00
-9938.87
0.00
Min. Vert
5
5339.22
-9938.87
0.00
Min. H,
4
7118.97
-9939.16
0.00
Min. H,
6
7118.97
0.00
-9939.16
Min. M,
6
-494.11
0.00
-9939.16
Min. M,
1
0.00
0.00
0.00
Min. Torsion
1
0.00
0.00
0.00
Tower Mast.Reaction Summar
Load
Vertical
Shear,
Shear,
Overturning
Overturning
Torque
Combination
Momenl,'M
Moment, M,
lb
lb
lb
kip- t
kipft
kip ft
Dead Only
5932.48
0.00
0.00
0.00
0.00
0.00
1.2 Dead+1.6 Wind 0 deg - No
7118.97
0.00
-9939.16
-494.11
0.00
0.00
Ice
0.9 Dead+1.6 Wind 0 deg - No
5339.22
0.00
-9938.87
491.63
0.00
0.00
Ice
1.2 Dead+1.6 Wind 90 deg - No
7118.97
§939.16
0.00
0.00
-494.11
0.00
Ice
0.9 Dead+1.6 Wind 90 deg - No .
5339.22
9938.87
0.00
0.00
-491.63
0.00
Ice
'
1.2 Dead+1.6 Wind 180 deg -
7118.97
0.00
9939.16
494.11
0.00
0.00
No Ice
0.9 Dead+1.6 Wind 180 deg -
5339.22
0.00 .
9938.87
491.63
0.00
0.00
No Ice
Dead+Wind 0 deg - Service
5932.48
0.00
-2470.17
-122.49
0.00
0.00
Dead+Wind 90 deg - Service
5932.48
2470.17
0.00
0.00
-122.49
0.00
Dead+Wind 180 deg - Service
5932.48
0.00
2470.17
122.49
0.00
0.00
RISA Tower
Job
1508225-216
Page
4 of 9
DaVhii i Engineering, Inc.
Po Box 1966
Project
60-ft Palm Tree Monopole
Date
13:33:06 12/16/09
Santa Maria, CA 93456
Phone: (805) 922-5221
FAX: (805) 880-0402
Client
Verizon Wireless, Spanish Bay
Designed by
Simon Leland, P.E.
Solution Summary
Sum of Applied Forces
Slim of Reactions
Load
Ply'
PY
PZ
P,Y
Pl'
PZ
%Error_
Comb.
lb
lb
lb
lb
lb
lb
1
0.00
-5932.48
0.00
0.00
5932.48
0.00
0.000%
2
0.00
-7118.98
-9939.26
0.00
7118.97
9939.16
0.001%
3
0.00
-5339.23
-9939.26
0.00
5339.22
9938.'0
_
0.004%
4
9939.26
-7118.98
0.00
-9939.16
7118.97
0.00
0.001%
5
9939.26
-5339.23
0.00
-9938.87
5339.22
0.00
0.004%
6
0.00
-7118.98
9939.26
0.00
7118.97
-9939.16
0.001%
7
0.00
-5339.23
9939.26
0.00
5339.22
-9938.87
0.004%
8
0.00
-5932.48
-2470.28
0.00
5932.48
2470.17
0.002%
9
2470.28
-5932.48
0.00
-2470.17
5932.48
0.00
0.0020/.
10
0.00
-5932.48
2470.28
0.00
5932.48
-2470.17
0.002%
y
Critical Deflections, and Radius of Curvatur:;e Service Wind
Elevation
Appurtenance
Gov.
Deflection Tilt Twist
Radius of
Load
Curvature
_ It
Conrb.
in o o
t
57.00
Lightning Rod (optional)
8
6.444 0.9116 0.0000
38788
55.00
(6) 52" x 13" x 7" Panel
8
6.071 0.8742 0.0000
38788
>< Maxim:um Tower Deflections Design Wind:: ; {
Section
Elevation
Hors.
Gov. Tilt Twist
No.
Deflection
Load
ft
. in
Comb. o°
Ll
57 - 17
25.994
2 3.6789 0.0000
L2
20 - 1
3.408
2 1.5798 0.0000
Com ression ;Checks.
Pofe Desi n Data
9
Section
Elevation
Size L
L„
Kl/r A
P„
�P„ Ratio
Ara.
p"
ft
ft
ft
in
lb
Ib gyp"
Ll
57 - 17 (1)
TP23.982xl8x0.1875 40.00
56.00
81.1 13.8937
-5279.90
435085.00 0.012
L2
17 - 1 (2)
TP26x23.1584x0.2188 19.00
56.00
73.4 17.9002
-7110.84
627289.00 0.011
P.oie..Bend:i'ng Design Data
Section
Elevation Size
M,
�M,,
Ratio
M.,
¢M,.
Ratio
No.
M.
M ,,.
P
kip ft
kip ft
OM
kip-ft
kip-Jt
�M
LI
57 - 17 (1) TP23.982xl8x0.1875
310.89
390.12
0.797
0.00
390.12
0.000
L2
17- 1 (2) TP26x23.1584x0.2188
494.11
554.81
0.891
0.00
554.81
0.000
RISATawer
Job
Page
1508225-216
5.of 9
Da Vinci Engineering, Inc.
Project'
Date
Po Box 1966
60-ft Palm Tree Monopole
13:33:06 12/16/09
Santa Maria, CA 93456
Client
Designed by
Phone: (805) 922-5221
Verizon Wireless, Spanish Bay
Simon Leland, P.E.
FAX. (805) 880-0402
Pole Shear Design Data -
Section
Elevation
Size Actual
1;,
Ratio
Actual
�T„
Ratio
No.
► ;,
r„
T.
T.
ft
lb
lb
�1
ki p ft
kip ft
dT
Ll
57 - 17 (1)
TP23.982xl8x0.1875 9325.70
243881.00
0.038
0.00
799.62
0.000
L2
17 - 1 (2)
TP26x23.1584x0.2188 9944.98
314209.00
0.032
0.00
1137.68
0.000
-
Pole; Interaction Design. Data
a
Section
Elevation
Ratio
Ratio
Ratio Ratio Ratio Comb.
Allow.
Criteria
No.
P
M.
M„v V. T. Stress
Stress
ft
¢P
¢M,.
r M„ r V �T Ratio
Ratio
L1
57 - 17 (1)
0.012
0.797
0.000 0.038 0.000 0.810
1.000
V
4.10-la
L2
17 - 1 (2)
0.011
0.891
0.000 0.032 0.000 0.903
1.000
✓+
4.10-la
S°ection C:a`pacatY Table
Section
Elevation
Component
Size Critical P
OP„."
% Pass
No.
ft
Type
Element lb
lb
Capacity Fail
Ll
57 - 17
Pole
TP23.982x1.8x0.1875 1-5279.90
435085.00
81.0 Pass
L2
17 - 1
Pole
TP26x23.1584x0.2188 2-7110.84
627289.00
90.3 Pass
Summary
Pole (L2)
90.3 Pass
RATING =
90.3 Pass
V.
�GLVit1 Givf �ivi eerivc9, Ivi G.
Job 1508225=216
Page • �^ ' 6 of 9
PO Box 1966 '
CA
Project
60-Ft. Palm Tree Monopole
Date
12/16/2009
• Santa Maria, 93456 .
Phone: (805) 922-5221
Client
•' Verizon Wireless: Spanish Bay
Designed by
'Fax: (805) 880-0402
Simon Leland, P.E.
Monopole, Anchor pod and Pa5e
Pl ale Calculation'
*. 33.6.
AN51/ 11A-222-G ZOOS
Factored Pa5e Veactlons: Pole Shape,
Anchor Fod5: t : `. _
Pa5e Plate:
Moment: 550 ft-kips 16-5ided
C 4) 2,25 in. A619 GP.. 75
- 135 in. x 51 in, Square.:
Shear; 12 kips Tole lila. C 1%f) :,
Anchor Pods in Oua�rai*5
fy - 60 k5i z .
Axial: 9 kips 26.00 in
On a 55 in Bolt Circle
. y ; 112 - 20.8 in
anchor Pod Caleulaf Ion ,�,�22-c sect on a 9 9
•
the followinq Interatlon Equation Shall fie 5atlsfied.:
0,80 VA 4.9.9
(bolts _ 544b in2Momalelwrtla
u
,
PI,- 200.0 kips ferewnForce
u
<' 1.0
Vu - 5,00 kips 5iear Force
P,�, - 525.0 klp5 N6a it al fereile Strero h
F
,
rl - 0.50
0,792 <1.
MOMENT
Base plate Calculation Mdwy 1IA-222-G
,AXIAL
I COMPRESSION
'j
0.90 11A 4.7
TENSION
1
1 '
MFL = 701.9 In -kip Pie, Momv
SHEAR
L 17,84 In Sectwn tergth
�( • - °�a
� e . ' "
Z a 15.66 Plastic 5ectwn Modulus
•
f •
Nip- 819.E In -kip Flastw Momert
~BOLT
CIRCLE—� • y
Mn- 751.6 in -kip -
•
Calculated Moment v5 Factored �e5i5tance
t
708 in -kip < 758 in -kip -
PXV1.nd Zn1t'neerin.1, Inc.
Job 1508225-216
Page 7 of 9
PO Box 1966
Santa Nlaria, CA 93456
Project 60-Ft. Palm Tree Monopole
Date 12/16/2009 _
Phone: (805) 922-5221
Fax: (805) 880-0402
Client Verizon Wireless: Spanish Bay
Designed by
Simon Leland, P.E.
Mon0e01e Ca15son Ca'Culatlon5 AN51/11A-222-62005
1. FOUNDATION OVERTURNING RESISTANCE CALCULATED WITH "PLS Caisson" (VERSION 9.00), BASED ON BROM'S METHOD FOR RIDGED
PILES. THE SOIL LAYERS ARE MODELED AFTER RECOMMENDATIONS FROM THE GEOTECHNICAL REPORT. -
2. COHESION STRENGTH IN PLS Caisson ASSUMES FULL COHESION AT THE GROUND LEVEL,' THEREFORE THE COHESION VALUES IN THE
CALCULATIONS HAVE BEEN REDUCED BY 50%TO A DEPTH OF 3X THE CAISSON DIAMETER.
3. IN LIEU OF A SOIL RESISTANCE FACTOR 0, = 0.75 (TIA-9.4.1) AN ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE OF 1.33.
HAS BEEN APPLIED.
4. WITH RESPECT TO APPLIED LOADS AND ULTIMATE SOIL RESISTANCE, THE FOUNDATION IS DESIGNED WITH A MINIMUM -SAFETY FACTOR
RESISTING OVERTURNING OF 2.0
5. FOUNDATION LOADS HAVE BEEN FACTORED PER ANSI/TIA-222-G
6. GEOTECHNICAL REPORT INDICATES GROUNDWATER WAS NOT ENCOUNTERED WITHIN THE DEPTH OF THE CAISSON.
*** PIER PROPERTIES CONCRETE STRENGTH (ksi) = 4.00 STEEL STRENGTH (ksi) = 60.00.
DIAMETER (ft) = 5.000 DISTANCE FROM TOP OF PIER TO GROUND LEVEL (ft) 0.50
*** SOIL PROPERTIES LAYER TYPE THICKNESS DEPTH AT TOP OF LAYER .DENSITY CU KP PHI
(ft) (ft) (pcf) (psf) - (degrees) '
1 C 4.00 0.00 0.0 0.0
2 S 6.00 4.00 100.0 3.000 30.00'
3 S 5.00 10.00 100.0 3.000 30.00
4 S 16.50 15.00 100.0 3.000 30.00
*** DESIGN (FACTORED) LOADS AT TOP OF PIER MOMENT (ft-k) = 550.0 VERTICAL (k) = 9.0 SHEAR (k) 12.0
ADDITIONAL SAFETY FACTOR AGAINST SOIL FAILURE = 1.33
*** CALCULATED PIER LENGTH (ft) = 17.500
r
*** CHECK OF SOILS PROPERTIES AND ULTIMATE RESISTING FORCES ALONG PIER
TYPE TOP OF LAYER BELOW
TOP,OF
PIER THICKNESS DENSITY
CU
(ft)
(ft)
(pcf)
(psf)
C
0.50,
4.00
0.0
0.0
S
4.50
6.00
100.0
S
10.50
3.39
.100.0
S
13.89
1.61
100.0
S
15.50
2.00
100.0
*}* SHEAR AND MOMENTS ALONG
PIER
WITH -THE
ADDITIONAL SAFETY
FACTOR
DISTANCE BELOW TOP OF.PIER
(ft)
-
SHEAR (k)
MOMENT
(ft-k).
0.00
16.6
736.6
1.75
16.6
765.6
3.50
16.6
794.6
5.25
15.3
823.3
7.00
'2.5
840.9
8.75
-24.1
824.1
10.50
-64.4
748.7
12.25
-118.6
590.6
14.00
-177.2
326.2
15.75
-95.5
85.6
17.50
0.0
0.0
*** TOTAL REINFORCEMENT PCT
= 0.40
REINFORCEMENT AREA.(in,^2)
=
11.31 "
***USABLE AXIAL CAP. (k)
= 9.0
USABLE
MOMENT CAP.
(ft-k) =
1252.4
*** WEIGHT OF CAISSON
s (ki
p_
*** PRESSURE UNDER CAISSON DUE TO INPUT DESIGN AXIAL LOAD (psf)
KP .FORCE ARM
(k) (ft)
0.00 2.50
3.000 81.00 8.50
3.000 117.41 12.32
3.000 -73.84 14.72
3.000-108.00 16.53
WITHOUT ADDITIONAL SAFETY. FACTOR
SHEAR (k) MOMENT (ft-k)
12.5 553.8
12.'5 575.6
12.5 597.5
11.5 619.0
1.9 632.3
-18.1 619.6
-48.4 562.9
-89.1 444.0
-133.2 245.2
-71.8 64.3
n n n n
CAISSON DESIGN SUMMARY:
5-ft DIAMETER CAISSON x 20.5-ft LONG (20-ft BELOW GRADE 6.0.5-ft ABOVE GRADE) W/(12) #10 REINFORCING BARS,EQUALLY
SPACED AND 0 5) CIRCULAR TIES @ 6" O/C FOR THE UPPER 8-ft AND @ 12" FOR THE REMAINING LENGTH. CONCRETE STRENGTH=4000',
PSI @ 28 DAYS WITH. TYPE II CEMENT AND A MAX. W/CRATIO OF 0.46. VOLUME OF CONCRETE 14.9 CUBIC YARDS. .
CAISSON DESIGN SUMMARY:
5-ft DIAMETER CAISSON x 20.5-ft LONG (20-ft BELOW GRADE 6.0.5-ft ABOVE GRADE) W/(12) #10 REINFORCING BARS,EQUALLY
SPACED AND 0 5) CIRCULAR TIES @ 6" O/C FOR THE UPPER 8-ft AND @ 12" FOR THE REMAINING LENGTH. CONCRETE STRENGTH=4000',
PSI @ 28 DAYS WITH. TYPE II CEMENT AND A MAX. W/CRATIO OF 0.46. VOLUME OF CONCRETE 14.9 CUBIC YARDS. .
�aVivtcivt9istieeristi9, InG.
Job 1508225-216
Page 8 of
Po sox 1966
Santa Maria, CA 93456
Project 60-Ft. Palm Tree Monopole
Date 12/16/2009
Phone: (805) 922-5221
Fax: (805) 880-0402
Client
Verizon Wireless: Spanish Bay
Designed by
Simon Leland, P.E.
Anchor Bolt Development Length in Concrete
-
Calculation per ACI 318-05
The anchor bolts are mechanically anchored with nuts POLE SHAFT z
J
and template at the bottom of the bolts: The cone of 2 1-0 g,aJ ASTM A615
Z
failure is assumed to start at the top of the top nut and 'DGR2" PROJ C ON'W�
taken at a 35 deg. cone (per ACI). The cones from HEAVr. HEX LOCK NUTS AND
- LEVELING NUTS W/ WASHERS
theindividual anchor bolts will overlap and also come
rl
out of the sides of the caisson. Therefore, we z" CLEAR
conservatively assume that the concrete cracks and f ___
If
there is no strength provided from the concrete and,
HORIZO
that the vertical reinforcement has to be developed to
ensure that the anchor bolts stay attached to the restof
4TIIES
the caisson. Below is the calculations showing theminimum
anchor bolts embedment length required to o°
' fully transfer the load into vertical bars of the caisson.Uj
#10 Rebar Min. Development Length Z
• ' . d
(Per. ACI318-05 12.2.2; Eq. 12'1). w
m
I d
z
w
m 0
VERTICA REAR-°
3
`
f 0 �'t.* ed = 36.14" m
y W
�° d •
_
Id f (2.5) db °d
c
� -
la
CONCRE TL FAILUiW,
F
35' 9
Anchor Bolt Length = 7-ft Concrete Strength 4000 psi
L Minimum Required Anchor Bolt Embedment Depth
°
' - •
3/8e THK.° A36 ANCHORd
T T PLATE °
emin.= Id +2"+6"+[(Caisson Dia. - 2*Clear Cover)-BC]/2
emin = 50.80" (min. Depth Req'd.)
• °
Anchor Bolt Embedment Provided = 66.00"
(from top of nut)
Strength Comparrison of Anchor Bolts to Caisson Reinforcement
-
AB Moment of Inertia = 544.50 iri2 -
AB Fy = 75 ksi Equivalent Strength = 40837:5 kips
Rebar Moment of Inertia = ' 4056.00 in'
Rebar Fy = 60 ksi Equivalent Strength = 243360.0 kips
PA,VinciZniineerini, Inc.
Job, 1508225=216
Page 9 of 9
PO Box 1966
Project 60-Ft. Palm Tree Monopole
Date 12/16/2009
Santa Maria, CA 93456
Phone: (805) 922-5221
Client
'-Verizon Wireless: Spanish Bay
Designed by
Fax: (805) 880-0402
Simon Leland, P.E.
Seismic Analysis per:
2007 California Building Code
Reference
Occupancy Category
2007 CBC Table 1604.5
Importance Factor
ASCE 7-05 Table 11.5-1
= 1
Site Classification
2007 CBC Table 1613.5.2
Site Class D
Site Coefficients
2007 CBC Section 1613.5.1
Ss 1.5
Mapped Spectral Accelerations for short periods
Sl . 0.6
Mapped Spectral Accelerations for a 1 sec period
Design Spectral Response
Acceleration Parameters
2007 CBC Section 1613.5.4
Sos 1.000
5% damped Spectral Accl. for short periods
2007 CBC Eq: 16-39
Sol 0.600
5% damped Spectral Accl for a 1 sec. period
2007 CBC Eq: 16-40
Equivalent Lateral Force Procedure
ASCE 7-05 Section 12.8
Ct= 0.02
Period Parameters
ASCE 7-05 Table 12.8-2
X= 0.75
Period Parameters
ASCE 7-05 Table 12.8-2
h„ = 60-ft
Height.of Structure
T = Cthnx = 0.431 Fundamental Period
ASCE 7-05 Eq: 12.8-7
R = 1.5
Response Modification Factor
ASCE 7-05 Tabel 12.2-1
CS = SDS/[R/1] =
0.67 Seismic Response Coefficient
ASCE 7-05 Eq: 12.8-2
W Group I kips
Total Axial. Weight of Pole
V = CsW = 4.733
kips Max. Equivalent Seismic Base Shear
ASCE 7-05 Eq: 12.8-1
4.733 kips < 9.9 kips
Seismic < Wind Load from Design
The wind controls the design of this monopole
F
B R E
OF L.A Q U I NTA
;;BUILDING & SAFETY DEPT.
?. APPROVE®
":`;`,FOR CONSTRUCTION
t.:,
DBY
DATE
6 O.N D
State,'of California
Plan ADDroval -
Model: -D-7454
11'6" x 16'0" x 9'0" Equipment Shelter
D P P R
Br,:y G Gal Tip,: ".^i'."U'PZ FELTS CIF TITLE 25 CALIFORNIA CODE OF REGULATIONS
C!! ts'';'_rt 3 t;ti:tL;➢i R 2 CJt,/i!c+ RCIAL COACHES 1 FIECFVIIC9 VE-MCLES
S EP .17 2008
DEC 3 1 2009
APPRC,` A(- ii PFC3 U 2 0 8 0 6 22
FROVA,L P:^:Y As3MORQP 01; APPROVE AW 91ISSION OR DEVIATION
TI" RifiOU; AL ITS OF STATE LAWS CA APPLICABLE LOCAL ORDIMMIM
f S CURPORni{ON e , Los AI�o€Ls:s; CA1Ir-0RNIA
Fibrebond Corporation
1300 Davenport Drive
Minden, Louisiana 71055
(Voice) 318-377-1030/800-824-261
(Fax) 318-371-6391
www.fibrebond.com
DEC 2 2 2009
gy - — — j
-L1Q�
od
DESIGN CRITERIA: ❑ Non ,Fire -rated 1 Hour' Fire -rated �X 2 Hour Fire -rated
1991 UBC
{ 1997 UBC
2001 CBC. Root Live 4 Psf
Load`(RLL).= 100 P
Floor Live Load (FLU) = 150 Psf
Basic Wind Speed (Fastest Mile) LLj = 100 mph Wind Exposure = (C)
• Wind Importance Factor (lw - 1.15
* Seismic. Zone = 4
Seismic Importance Factor' -(le) = 1.5
Soil Profile Type = SO
t e Near Source Factor (Na . = 1.5
Seismic Coefficient (Ga� 0:44 No = 0.66
Basic Structural System =► Bearing wall system w/ordinary
' nforced concrete shearwalls.
Analysis Procedure -+ Simplified Base Shear Procedure
•
F..
r
{
Response Modification Foctor' R) r 4.5
Ground Snow Load P) 80
_ Psf
Snow Importance Factor ((s = 1.2
-
Snow Exposure Factor''(Ce = 1.3
-
Thermal Factor;;(Ct = 1.0
Flat Roof Snow
Lood'(Pf) 87.A psf
•
S Construction fiype =- V
INDEX
OF SHEETS
Occuponcy/Use soup = S-2
SHEET
REV.
SHEET
SHEET
i REV.
SHEET
These plans ore designed to be used ifr the'construction of commercial modular
No.
NO.
DESCRIPTION
'NO.
NO.
DESCRIPTION
units, in accordance 7 with; CA HEALTH AND SAFETY CODE1BO28, 1991. 1997 UBC,
• 0-0
2
BUILDING CONFIGURATION SHEET
7-1
3
HALO GROUND - CEILING VIEW
2001 CBC, 1993 NEC, 1991 UMC, �1989 ; MODEL• ENERGY CODE AND
• 1-0
13
MANUFACTURED BUILDING DATA SHEET
7-2
5
HALO GROUND ELEVATIONS - "A" & "B"
ANSI A117.1-1986, ADA ;E
• 1-1
8
FLOOR PLAN
7-3
4
HALO GROUND ELEVATIONS - "C" & V
• 1-1.1
2
FLOOR PLAN:
7-4
1
HALO GROUND DETAIL SHEET
' `.
• 1-2
7
EXTERIOR ELEVATIONS - "A" &''D"--
' i 8 -
2
FOUNDATION PLAN
• 1-3
5
E)(TERIOR.ELEVATIONS - "8' &:C"
9-1
0
MISC. INTERIOR DETAILS'
a
2-1
4
INTERIOR CEILING VIEW
• 9-2
0
LIFTING, STORAGE AND TRANSPORTATION DIAGRAM
2-2
ie5
INTERIOR ELEVATIONS - 'A' & 'B"
S1
3
STRUCTURAL LAYOUT - ROOF
2-3
6
INTERIOR ELEVATIONS - "C" & "D"
S2
6
STRUCTURAL LAYOUT - FLOOR
• 3-1
2
ELECTRICAL .SCHEMATIC #1
53
6
STRUCTURAL LAYOUT -SIDE PANEL "A"
• 3-2 -
4
ELECTRICAL SCHEMATIC #2
53.1
2
STRUCTURAL LAYOUT'- SIDE PANEL "A"
4
4
ALARM'WIRING
S4
.5
STRUCTURAL LAYOUT - END PANEL "B"•
5
6
ITEM UST
54.1
0
STRUCTURAL LAYOUT - END PANEL
6
2
CABLE RACK - CEILING VIEW
S5
4
STRUCTURAL LAYOUT - SIDE PANEL "C"
55.1
1
STRUCTURAL LAYOUT'.- SIDE PANEL "C" s
:
_
SIS
6
STRUCTURAL LAYOUT - END PANEL "0"
1 P,i •� +
S6.1
2
STRUCTURAL LAYOUT - END PANEL "D"
t
s
r 4:: i.
S7
3
MISC. DETAILS
#_ DENOTES.• DRAWINGS WHICH HAVE WORK TO 'BE COMPLETED IN THE FIELD.
. r �• " `
'. REFERENCED
STANDARD DRAWINGS
'
SHEET REV.'
SHEET •
DRAWING. NO. NO. NO.
DESCRIPTION'-•
r
r • ?
EXEC-0007 1 OF 1 2 LEAD/LAG WIRING DIAGRAM
•
(BARD CONTROLLER MC3000)
r
MECH-OD05 1 OF 1 0 STANDARD CABLE RACK. MOUNTING DETAILS •
:� _ ••
A P R 0 E Ew J%
EA'Sp ON niE i,EQUlREP4DiTS OF TITLE 25 CALIFORNIA CORE OF REG.0
Cs'APIL.R 3 SUZCHAPT R 2 Coil YZRCIAL COACHES RECREAncw W
S E P 17 2008
D EC 3 12009
O208 os 2�
APPAIN°AL 00B WOT AIJ7409171 OR APPrIVE My thu?ISSIC;d OR 1K
fit) :4 I , K-MUPAEVIi N'T8 OF STATE IAWG 06 APPLII=- LE LOCAL ORO`11'�4'''
� S ' Co voFtAnoN - Los Anr-LEs;.C4oil
THIS APPROVAL IS LIMITED TO THE
FACTORY -BUILT P.O.R' I10Nk ALX
FOR STATE USE ONLY '
GENERAL DESIGN NOTES
1. This is an unmanned storage and equipment shelter only.
2. Shelter Vc = 5000psi ® 28 days.
3. Building shall be placed according to -state and local code from ony propery
line, interior lot line or any other building.
4. All items noted as "FIELDWORK" sholl be installed and tested at the factory
and then removed for transport and reinstalled at the final site.,
5.. Model may be built as "mirror image '
6. Door swing and waveguide location may change due to site -requirements.
7. Building sholl be placed on a foundation supplied by others.
8. Building not designed for installation in a flood prone area.
9. This unit is approved for placement in Ohio only when: (1) the building
official has determined that plumbing fixtures are to be installed at the site,,
or (2) the provisions of OBC are otherwise met, or (3) a variance from the
provisions of OBC has been granted by the appropriate agency.
10. Fire extinguisher installed by others when not supplied by Fibrebond.
11. Electrical components shown per customer's design requirements. r ^'
��SEo Pr�ti/� -
i
0
k- ; '
24633
0 AR ONLY
QROFESSIp,E,�
�• ••JOMN D.
A
• ANDEA ; n,
-' Exp 12/31/08
'-,,STRUCTURAL
sl'l�oF
FTE: %
FOR ENGINEER USE ONLY
FOR THIRD PARTY USE ONLY .
PSI, Inc.
1748 33rd -Street T '
Orlando, Florida 32839
407-304-5560 ' ,
N
PFS
1507'Matt Pass
' " ° - `} . h • l , Cottage Grove; WI 53527
608-8 9 13 7
r. y PF$.+G mo t- 4
♦ h _ - 1 Tftese plans are deslgnedto Le used for construction of 9sso,skiumonstreet sane s154•
• - y. �' • Dallas,' TX 75243
0mtnercial Modular Units, in accordance.wlth aa214-221=558s
.. ,
r u �F i,
C/~.Health and Safety Cope (p (1 /1[X
• a e4 , ; : , • . U S?Ct1011 �1 2g
N UMC, UPC • "4 Y'; THIRD PARTY AGENCIES
,1993 EC)
-ANSI A117.I=1906
Concrete Unit Weght=161.Spcf
Rev'
• . �-'f• � �- •A..E:.. •',••1T .� i.-i"s •kx +1' � 'lr•! ,a : <Y '
1hr. and 2hr. Construction built in compliance with: '
1997 UBC
Table 7-8, item 7-1.1 and section 1914.3.2 t
,.
and-1914.3.3, table 7-C, item 4-1.1. _
Type 5 2hr. construction with
-
2 hr. fire -rated Roof and Walls.
1997 SBC
Section 709, table 709.2.1.1 r,
1996 BOCA
•'ASTM,El19 c `
2000 IBC
Section 719, table 719.1(2),' ITEM 4- ,1.1'
2003/2006 IBC
Section 720, table 720.1(2), ITEM 4-1:1
13
12
11
10
9.
8
7
6
5
4
REV.
EJM
GN
LW
LW
PTB
DL
MST
IN
CC
MST
BY
O6/16/08
05/12/98
04/30/08
D4/23/08
4/11/08
04/07/08
01/02/06
10/18/07
08/22/07
06 11 07
DATE
UPDATED RED!>LEVELS,S''
UPDATED.,REV IEVEIs
UPDATED.REY'sLEVELS I�
..
UPDATED REV ,LEVELS '�'
UPDATED REV LEVELS2 `^.1.
j4, �'
`
UPDATED DATA ItJFORM4,TI0N ,r r T y,-
UPDT RV LVLS ADD .:HEFTS FOR`;GONFG,2,RMVD 7-2
UPDATE REV• :LEVELS ADDED SHEET10 0 ,,:, -
UPDATE REV. LEVELS r.-"'
REVISED INDEX;aOFs SHEETS
� "REVISION , :
r . T >•:
1
JH
GN
IN
DW
'IN
DW
- IN
IN
IN
APP.
07/14/08
OS/11/OS
D4/30/08
O4/23/OB
4/11/08
04/07/08
Ot/16 08
10/18/07
O6 11 07
DATE _
GS
F
GS
• CP_
BOM
07/14/08
o4/23/08
01/28/os
_DATE.
THESE PLANS ARE -THE
CONFIDENTIAL PROPERTY AND
TRADE SECRETS Of FlBREBOND
CORPORATION. ANY USE OF
THESE DRAWINGS OR THE
INFWTION CONTAINED HERON
FOR ANY REASON OTHER THAN
AS EXPRESSLY AuwdzED of
F18fiEHOND CORPORATION 6
sTraCILY PROHIBITED. THESE
ORVYdIGS HIVE BEEN DtSTRIBUIFD
WTH TIRE UNDER owG nwT
AWN RECEMNG OR OTHERWISE
OTfr0W POSSTSSION OF THIN
WU. BE EXPRESSLY NODT$D OF
THEIR CONFIDENTIAL NATURE.
1300 DAVENPORT DRIVE MINDEN LA.'71055
Ph. (800) 824 2614�wwnv Hbrcebond cam, ��•
t
VERIZON WIRELESS
11 -6" X 16'-.0, EQUIPMENT. SHELTER',
MANUFACTURED BUILDING
DATA. -SHEET .' * - -' • --�
pRN
g,; CC
DATE 09/27/04
A8 ; RVV
D41E 09/26/04 -,
CNK'
DATE 4
A , SMP, ,
DATE _ 09/28/04. ,F_,
i
esa:
FIBR!EB0ND
SC&E: + • SHMT No.:
NONE -1-0
B ,�,D;-.745'4 G
•
�. ; CITY OF LA QLIINTA
BUILDING & `SAFETY DEPT.
APP OVE f '
FOR CONS TR!,,;T ON
DATE 4.d,
Geotechnical Solutions, Inc. '=
Geotechnical & Environmental Engineering 'r.
GEOTECHNICAL ENGINEERING
REPORT
VER.IZON CELLULAR" FACILITY
SPANISH BAY
AT
54001 MADISON STREET
LA QUINTA, CALIFOR-NIA
FOR r .
VERIZON WIRELESS
•
DER -RA DESIGN
606 E. CHAPMAN AVENUE, SUITE 203
ORANGE, CALIFORNIA 92866
•
PROJECT NO: VD-3720-01
NOVEMBER- 20, 2008
GEOTECHNICAL SOLUTIONS, INC.
•
GEOTECHNICAL & ENVIRONMENTAL
ENGINEERING
-
GeotechnicalSolutions;�`In't-r.
Geotechnical, Structural & Environmental Engineering
_
.September 20, 2008
`
Project No: `.VD-3720-01
_
#
Verizon Wireless
Derra Design
'� 606 E.:Chapman Avenue,,- Suite .203
o
Orange, California 92866
Attention: Mr. Jeff -Roebuck
". Re: .. rVZWSpanish Bay r
54001• Madison Street
:. La Qunita, California 92253
k
' :V'Gentlemen:
` } Submitted herewith' is the report ,of the Geotechnical Engineering study conducted .by this
=' office at the proposed Verizon Wireless Cell site, which includes 67-foot high monopalm'
•3
.with aritennas,at-6.5 feet cenierline,- equipment shelter, generator .pad, and -enclosure walls.
The ~project site is located southwest of the -intersection between Madison, Street and
•', _
,,Avenue 54;in the City of•La Quinta;:California as shown on the Vicinity -Map (Plate A).
- , tBased on the -investigation findings, it .is. concluded that<'development. of the .project is
=
T = feasible from a geotechnical point of view and acast-in place drill' dp caisson foundation
_
will be the.most suitable foundation support -for the proposed 67-foot high monopalm and
-
the equipment shelter• with Wall, enclosure can be supported on conventional continuous
- t
and on
"footings. generator pad concrete.slab on grade.
A.
- ..
Phone: '(949),453-0406 27 Mauchly, Suite 210, Irvine, CA 92618 Fax: (949) 453-0409
_ -.
pq
Project No VD-3720-01
Verizon Spanish Bay
The closest known active fault capable of producing a major earthquake is the San _
'! Andreas — Whole M-'la Fault, which is located about 7.0 miles (11.2 km) away from the
site.
The site does not lie within or near an Alquist-Priolo Earthquake Fault Zone as designated
• by the California Geological Survey (CGS). The potential for direct surface fault rupture
at the site is considered unlikely.
The investigation was made in accordance with generally accepted geotechnicaII
engineering principles and procedures and included such field and laboratory tests
considered necessary under the circumstances. In the opinion of the undersigned, the
accompanying report has been substantiated by mathematical and other data and presents
fairly the design information requested by your organization.
Respectfully submitted,
• Geotechnical Solutions, Inc. ? p p F E S S/ pN
R.
m
w GE 2773 r^
• Dharma Shakya, PhD, PE, GE Exp. �; r l►p
Principal Geotechnical Engineer`
,•ice ; -- ���
• Abraham S. Baha, P.E.
eRO F ESS/O
Sr. Principal
9
No. CO53067 rrn
m
• F Exp.06130109
oACIVIL
}
'.saL1�0
Distribution: (3+pdf) Addressee
2
Project No VD-3720-01
Verizon Spanish Bay
TABLE OF CONTENTS
Introduction
1
Proposed Construction
1
•
Site Description
1
Faulting and Seismicity
2
Exploration
3
Soils Condition
3
•
Laboratory Testing
4
Moisture and Density
4
Mechanical Analysis
4
•
Direct Shear
4
Expansion
4
Consolidation
5
Chemical Analysis
5
Design Values
5
Liquefaction
6
•
Conclusions and Recommendations
7
Equipment Shelter Support
7
•
Drilled Pier Foundation
8
�J
Project No VD-3720-01
Verizon Spanish Bay
Lateral Passive Pressure 9
• Floor Slab for Equipment Shelter 9
Seismic Factors 9
• Field Resistivity y 10
Corroslvlty 10,
• Grading Procedures - 11
Recommendations for Construction 12
• Limitations 12
Appendix A - Plates 14
Appendix B -Seismic Data 15
Appendix C - Field Resistivity Test16
ti
' t
ii -
� J
Project No VD-3720-01
Verizon Spanish Bay -
Introduction
The primary objectives of this study were to explore subsurface conditions beneath the
project site and evaluate the existing earth materials relative to foundation support and
lateral pressure design factors.
•
In general, the study objectives were met , by a visual 'reconnaissance of the site and
vicinity, review of available tentative development plans, exploratory drilling, -seismic
evaluations, and engineering analysis. The general scope and objectives of the study:were
established in collaboration with the client. 4
Proposed Construction
• The project will consist of constructing a 67-foot high monopalm, extending to 72 feet at
the top of palm fronds with antennas at 65 feet centerline, equipment shelter 11'-6" X
16'-0" and generator pad 5' by 8' in sizes at the subject -leased area of 827 square feet
• (40' by 20'-8"). A 6.5-foot high CMU concrete block wall with cement plaster finish to
match with the existing wall will surround the property.
The design vertical load of the pole will not exceed 60 kips, and horizontal shear force
• will vary in relation to the height of the pole and transient loads.
,Site Description
The project site is located southwest of the intersection between Madison Street and
Avenue 54, in the City of La Quinta, California as shown on the Vicinity Map (Plate A).
The facility is in grass area of a property, northeast of the existing Sprint7Nextel Cellular,
facility. No hilly terrain or drainage problems exist. No protected plants or other
vegetation will be disturbed. The site access is from Madison'Street through a driveway..
1
•
C7
•
•
•
Project No VD-3720-01
Verizon Spanish Bay
Faulting and Seismicity
No faults have been mapped projecting towards or through the site area. The site does not
lie within an Alquist-Priolo Earthquake Fault. Zone as designated by the California
Geological Survey (CGS). The potential for direct surface fault rupture are considered
unlikely. -.
EQ-Fault version 3.00 a computer program shows that San Andreas.— Whole M-la Fault
to be the closest fault to the site. The tabular data for EQ-Fault indicates that the ~San
Andreas — Whole M-1 a Fault to be 7.0 miles (11.2 km) away from the site. The San
Andreas — Whole M-la Fault has been assigned a maximum earthquake magnitude of 8.0,
has a slip rate of 24 mm per year, and the largest maximum -earthquake site acceleration
of 0.48g.
Probabilistic risk analyses were performed using the computer program FRISKSP, 2000
• Edition (revised 2004), by Blake. The fault database was provided from the California
Geological Survey (CGS). FRISKSP models ' earthquake sources as three dimensional
planes and computes site specific probabilities of exceedance of given acceleration levels
• or pseudo -relative velocity levels for each earthquake source. The cumulative effects
from all modeled earthquake sources are tabulated and graphically plotted. The program
offers a choice of attenuation relationships by various persons to evaluate the attenuation
• of earthquake energy with source distance. For this study the attenuation relationship
developed by Campbell & Bozorgnia (1997) was used for the alluvial soil type. The
calculated peak ground acceleration using the attenuation relationship for a ten percent
chance of exceedance in 50-years or a return period of 475-years was 0.56g.
•
In addition to possible very high ground motions at the site from local large earthquakes,
other secondary effects were considered which include: induced liquefaction, induced
• flooding, subsidence and landsliding. Due to the geographic/topographic•position; lack of:
• 2
l J
Project No VD-3720-01
Verizon Spanish Bay
near surface groundwater, the potential for any of the secondary effects mentioned above
• are low at the subject property.
Exploration
• The field investigation consisted of subsurface exploration by means of one test boring to
a depth of 31.5 feet made with an eight -inch hollow stem drill rig. Approximate boring
location is shown on Plate B. A continuous record of the soils encountered during
• exploratory drilling was made by the field engineer and is presented on Plate C, log of
Test Hole.
It should be noted that lines designating interfaces between soil strata on the boring log
• represent approximate boundaries since the actual transition between materials is
somewhat gradual. Limited undisturbed samples were secured at frequent depth intervals
for laboratory examination and testing. Disturbed bulk samples representative of the
• surficial subgrade materials were also obtained.
The relative sampler penetration resistance exhibited by the deposit's .sample is tabulated
in the Blow per Foot column of the pertinent boring logs. Recorded blow counts for 112-
• inches of sampler penetration was medium to high. Ground water was not encountered at
the full depth of exploration and no caving occurred during the exploratory drilling
operation, but it is possible.
•
Soils Condition
Artificial fill was not encountered at the boring location during the exploratory drilling.
• The upper and underlying natural soils are generally. very fine to fine and coarse, medium
dense to dense, pebbly and gravelly sand. A more detailed soil profile is shown on Plate
C, Log of Test Hole.
3
•
Project No VD-3720-01° r
Verizon Spanish Bay
Laboratory Testing
Laboratory testing was programmed following a review of field investigation data and
after considering the various foundations, floor slabs, and grading elements to be
evaluated. In general, this includes physical testing to establish foundation -bearing
characteristics, and classification tests. -
A. Moisture and Density
In situ moisture content and density were determined for all the undisturbed core samples
obtained during test boring drilling operations. Test results are tabulated on Plates C, Log
of Test Hole.
B. Mechanical Analysis
The texture composition of a selected typical sample determined by,the hydrometer test
method was as follows:
Boring Depth Percent Percent . Percent
No. (Feet) Sand. Silt Clay ,
1 1-3 90 g 2
C. Direct Shear
Direct shear tests were performed on undisturbed natural samples of soil encountered
within the full depth explored, and were considered most pertinent in the design of mat/
spread footings, and moderately deep pier. Tests- were performed in the saturated
condition at the field density. Individual test results are shown on Plate D.
A Expansion
Expansion characteristics were determined by the Expansion Index test of a typical bulk.
sample considered to be generally representative of the near subgrade soils. Test results
are as follows: _
4 ,
Project No VD-3720-01
Verizon Spanish Bay
Boring Moisture Dry Density Expansion Index
No. % (P-CD '
1 9.9 109.6 0
The soil underneath the project site is classified as very low expansive.
• E. Consolidation
Consolidation (load deformation) tests were performed on undisturbed samples at
selected depths. Plotted test results are presented on Plates E through G.
F. Chemical Analysis -
Chemical sulfate analysis was performed on, a representative sample by the CAL 417-A
method. A soluble sulfate of 195 parts per million was indicated, which is negligible,
however we recommend to use Type II Portland cement for the foundation elements in
contact with the underlying soil.
Design Values
Representative values were selected from the test data and other sources for design and is
• tabulated below:
Field Density 115 pcf
Expansion Index 0
Angle of Internal Friction- 30 &-33 deg
Cohesion 100 & 150 psf
Modulus of Subgrade Reaction (K) 4100 pci
l J
Project No VD-3720-01
Verizon Spanish Bay
Liquefaction
Earthquake -induced vibrations can be the cause of several significant phenomena,
including liquefaction in fine silt and sands. Liquefaction results in a complete loss of
strength and can cause structures to settle or even overturn, if it occurs in the bearing
• zone. If liquefaction occurs beneath sloping ground, a phenomenon known as Lateral
Spreading can occur. Liquefaction is typically limited to, the upper fifty (50) feet of the
subsurface of the soils. =
Four items are generally considered to have the most significance in liquefaction:
1. Poorly graded fine and silty sands are the types of soils most susceptible to '
• liquefaction. Soils that contain a wide range of soil particle sizes and coarse soils .
that drain freely, are not generally susceptible to liquefaction.
2. The water table perched or otherwise usually must be within the upper fifty (50)
• feet of soils, for liquefaction to occur. Soils above the water table do not liquefy.
3. Liquefaction has been shown to be unlikely where the relative density of the soils'
is greater than 70%. A soil that has relative density of less than 70% may liquefy
•
depending on a number of factors. The two most important of which are the
strength and duration of the seismic shaking , and the percentage of the soil
particles that are silt and clay sized. -
4. If the clay content (determined by the ' percent finer than 0.005 mm) is greater -
than (15%) percent, the soil is usually considered non -liquefiable, unless `it is
• extremely sensitive.
The site will be susceptible to liquefaction, if all four items discussed above meet
the criteria. An examination of the existing conditions at the site, in relation to
• the criteria listed above, indicates the following:.
• Project No VD-3720-01
t
4. Verizon Spanish Bay
1. Determination of soil gradation shows that the underlying soil particle sizes are °.
fine -to -coarse.
2. Groundwater was not encountered at the full depth of exploration.
• 3. Penetration test using California Sampler indicates that the soil within the depth
range study is in low to dense state, with a relative density of over 70 percent.
4. The soil generally contains less than 15% of clay constituent.
Based upon the evaluation of above criteria, it is our opinion that conditions indicate that
potential for liquefaction is very low at this site. In addition, any liquefaction potential 'is
not considered to be a concern for this development, since it is unmanned and not for
• human habitation.
Conclusions and Recommendations
• It is concluded that the site will be suitable for the proposed construction described in this
report, provided that the design and construction are properly executed. Our
recommendations are based on site conditions encountered , during the exploration,
• laboratory tests, and experience with similar sites, and are' in accordance with generally
accepted geotechnical engineering practices.
It is noted that development of this unmanned wireless facility at the subject property will
• not be prone to geologic hazards like landslide, ' subsidence and liquefaction. Furthermore
proposed development will not have an adverse affect on adjoining properties and vice
versa. Followings are specific recommendations.
Equipment Shelter Support
Proposed equipment shelter may be supported by a minimum of ' 12-inch deep and 12 '
• inches wide continuous footings bearing into the newly compacted subgrade soil. A 12-
inch deep continuous footing resting on newly compacted subgrade' soil may be designed ,
Project No VD-3720-01 _
Verizon Spanish Bay
for an allowable bearing value of 1,500 pounds per square foot. The 'estimated total
settlement will be less than one-half of an inch and differential. settlement will be
negligible.
Recommended bearing values are for dead plus live loads and may be increased one-third
• for combined dead, live, and seismic forces.
All continuous footings shall be incorporated with 2#4 bars at the top and 2#4 bars at the
bottom. It is recommended to over excavate and re -compact the equipments pad area to a
•
depth of 18 inches below finish subgrade and recompact.
Drilled Pier Foundation
A cast in place concrete caisson may be used for supportof-the monopalm.
The lateral forces will be` the controlling element in this case depending on the height of
the pole and wind load. Therefore, it is recommended that the minimum pier diameter
should be 48 inches and should be extended to a minimum depth of 20 feet into firm,
sandy and gravelly soil.
The pier may be designed for an allowable end bearing of 3,500 pounds per square foot.or
for an average frictional resistance of 200 pounds per square foot. Either skin resistance
or end bearing will provide adequate foundation support for the tower.
For lateral support a passive capacity of 350 pounds per square foot per foot may be used.
It is noted that caving is very likely to happen due to dry sandy material, either casing or
presoaking of the area will help preventing severe caving. It is also noted that scattered
•
boulders is possible to be found in a large diameter hole, therefore some difficult drilling
is also possible.
• It is recommended that concrete be placed immediately after drilling. The concrete for the
pier should be placed through tremmie or other directional devices. Pier drilling-,
8
•
4
• Project No VD-3720-01
Verizon Spanish Bay -
operations should be subject to observation by this office to confirm the conditions
• encountered are consistent with the conclusions and recommendations of this report
and/or to make any appropriate modifications, if necessary:
Lateral Passive Pressure
Horizontal forces of shallow footings (mat and continuous) may be resisted by the
combined effect of friction resistance of 0.4 times the dead load and a passive pressure of
300 pounds per square foot per foot of depth. The weight of the pier may be neglected. If
•
combining friction and passive resistance, the friction component shall be reduced by 1/3.
The allowable bearing capacity and the allowable resistance of horizontal forces may be
increased 1/3 for earthquakes and other transient forces.
Floor Slab for Equipment Shelter
Based on test results, the underlying surface soils are very low expansive; therefore,
special measures will not be required for expansion potential. The subgrade for slab on
grade should be kept moist (optimum moisture) at top 12 inches and be incorporated with
reinforcement of #3 bars 18 inches center to center each way. The slab thickness should
• be 4 inches minimum and shall be placed over approved subgrade. - -
Seismic Factors
• The following are the geotechnical parameters for earthquake design data in accordance
with California Building Code (CBC), 2007:
•
•
NO..
PARAMETERS
VALUES .
REFERENCE. _ _.
1
0.2-Second Mapped Spectral Response
1.500g
USGS eghazmaps
Accelerations, Ss for Site Class B
2
1-Second Mapped Spectral Response
0.600g
. USGS eghazmaps
Accelerations, Sl for Site Class B
U
U
9
• Project No VD-3720-01
Verizon Spanish Bay
•
•
•
•
3
Site Class
D
Table 1613.5.2
4
Site Coefficient, F.
1.0.
Table 1613.5.3 (1)
5
Site Coefficient, F,,
1.5
Table 1613.5.3 (2)
6
Maximum Considered Earthquake Spectral
1.500g
Equation 16-37
Acceleration for Short Period, SMs
7
Maximum Considered Earthquake Spectral
0.900g
Equation 16-38
Acceleration for 1-Second Period, SMi
8
5 % Damped Design Spectral Response
1.00Og
Equation 16-39
Accelerations at Short Period, SDs
9
5 % Damped Design Spectral Response
0.600g
Equation 16- 40
Accelerations at 1-Second Period, SDl
Field Resistivity
Resistivity tests were performed at the field using NILSSON Model 400 Soil Resistance
Meter by driving 4 test rods 12 inches deep into the ground in a straight line with a
uniform distance of 5 and 10 feet in the same line. Test results and the field engineer's
report are enclosed in Appendix C.
Corrosivity
• A major factor in determining soil corrosive j g ty is electrical Resistivity. The electrical
resistivity of a soil is a measure of its resistance to the flow of electrical current.
Corrosion of buried metal is an electrochemical process in which the amount of metal loss
• due to corrosion is directly proportional to the flow of electrical current (DC) from the
metal into the soil. Corrosion currents, following Ohm's Law, are inversely proportional
to soil resistivity. Lower. electrical resistivity result from higher moisture and chemical,
• contents and indicate corrosive soil. Other soil characteristics that can influence
corrosivity toward metals are pH, chemical content, soil types and site drainage.
• 10 r
f _
A
Project No VD-3720-01
Verizon Spanish Bay t
Based on the test results the soils are classified as moderately to mildly corrosive to
• ferrous metals and non -corrosive to Portland cement concrete. nevertheless,it is
recommended to use Type II Portland cement for all concrete elements in contact with -
soil. Ferrous metals and pipes. shall be properly coated. or wrapped.
Grading Procedures
In view of loose and dry soil condition of the underlying material, minor grading will be
• required for proposed development. Followings are the general recommendations related.
to the grading, if any. _
a. After the site clearing, the -equipment shelter area should be excavated 18 inches -
below grade; moisture conditioned and compacted, subject to inspection.
b. On -site material is acceptable for backfill if moisture conditioned and over size
rocks over 6-inches are removed. If required, import fill should consist of clean,
granular, non -expansive soils free from vegetation, • debris or rocks larger than
three inches in size. The Expansion Index value should not exceed a maximum of
20.
c. All recompacted native and import soil should be spread, watered or aerated;
mixed and compacted by mechanical means of approximately six-inch thick lifts.
• d. The minimum degree of compaction obtained should be at least 90 percent of the
ASTM D-1557 Laboratory test standard.
e. Backfill placed in narrow, restricted areas such as along utility trenches, may be
• placed in 12 to 18 inch thick -lifts, provided; the minimum required degree of s
compaction is obtained.
q
Project No VD-3720-01
Verizon Spanish Bay '
f. Observation and testing of all compaction should be under the direction of the
• Geotechnical Engineer. The Engineer should be notified at least two days in,
advance of the start of the grading. -
Recommendations for Construction .
Surveying. The contractor shall set necessary stakes to verify lines and grades as shown
on the plan. The owner or his representative shall monitor the work to verify that the
' depth of footing embedment is correct.
Caisson Drilling. Drilling operation of the pier and footing excavations, should be
observed by a representative of Geotechnical Solutions, Inc.
•
Footing and Utility Excavations: All footing trenches for the proposed structure should
be observed by a representative of this firm to verify that they were excavated into
competent bearing soils per the recommendations of this report as well as to the minimum
• depths recommended. These observations should be performed prior to the placement of
forms or reinforcement. The excavations should be trimmed neat, level and square. All
loose, sloughed or moisture softened soil should be removed prior to placing concrete.
Site Drainage: The site should be sloped to direct water away from all structures. All
roof and pad drainage shall be conducted to appropriate drainage systems via non -erosive
devices. All drainage. systems should be maintained in good working condition.
Limitations
c
This report is issued with the understanding that it is the responsibility of the owner or his
• representative to see that the information and recommendations contained herein are
called to the attention of the other members of the design team for the project and that the
applicable information is incorporated into the plans, and that the necessary steps are
taken to see that the contractors and the subcontractors carry out such recommendations:
.The findings of this report are valid as of.the present date.. However, changes in the
12 ,, f
P,
Project No VD-3720-01
Verizon Spanish Bay
conditions of a property can occur with the passage of time, whether due to natural
19 processes or due to the works of man, on this or adjacent properties. In addition, changes
in applicable or appropriate standards may occur, whether they result from legislation or
the broadening of knowledge. Accordingly, the findings of this report may be invalidated,
! wholly or in part, by changes outside of our control. The validity of the recommendations
of this report assumes that Geotechnical Solutions, Inc. will be retained to provide these
services.
Geotechnical Solutions, Inc. '
•
13
Project No VD-3720-01
Verizon Spanish Bay
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54001 Madison Street, La Quinta, California
Geotechnical Solutions, Inc.
PROPOSED VERJZON WIRELESS PANEL
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FRONDS, SEE ELEVATIONS
—PROPOSED VERIZON WIRELESS yI
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Scale: I" = 10'
Project No. VD-3720-01
Plate: . B
0
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Project: VZW - Spanish Bay -
Borehole.No. B-1
Project Location : 64001 Madison Street, La Quinta, California
LOG OF TEST HOLE
Plate No. C
Project Number: VD-3720-01
Page 1 of 1
Date(s) Drilled : November 18. 2008
Logged BY: Sal/AS -
Checked By: A. Baha
Drilling Method : -
Drill Bit Size / -. 8-inch-OD rock bit
Total Depth of 31.5
Type : -
Borehole, feet:
Drill Rig Type: Little Beaver
Drilling - -
Approx Surface
10 feet MSL
'
Contractor: -
Elevation, feet:
Groundwater Level and None
Sampling California (ring), bulk
Method : -
Hammer Data: Downhole wire
140 lbs / 304nch droporeole
�,Dlate,Measuned:
Backfill : Drill cuttings
Comments: Refer to site plan for location
SAMPLES
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MATERIAL DESCRIPTION
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OTHER TESTS AND
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Bag #1
Grass
@0'-3': Bag Sample, SAND very fine to fine, dry
HD: 90:8:2 (sa:si:cl)
2
R-1
13-20-25
45
@2': Light gray, medium dense, SAND very fine to fine, dry
2
112
5
5
R-2
12-23-25
48
@6: Light gray, Sand, medium dense, very fine to fine, dry
3
114
0
10
R-3
15-27-30
57
@19: Light gray, Sand, dense, very fine to medium, dry
4
11.2
-5
15
S-1
8-15-17
32
@15: Gray, Sand, dense, medium to coarse, dry, pebbles
5
115
-10
20
@20': Brownish Gray, Sand, dense, medium to coarse, moist
S-2
8-19-17
36
some gravel and pebbles
8
116
-15
25
S-3
8-15-17
38
@25': Gray, Sand, dense, medium to coarse, moist
7
115
"
-20
30
S-4
12-20-27
47
@15': Gray, Sand, dense, coarse grained, moist, pebbles
6
117
End of Boring 31.5 -ft
No groundwater was encountered
-25
35
Caving possible "
Backfilled w/cuttings
-30
40
-35
45
GEOTECHNICAL SOLUTIONS, INC.
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NORMAL LOAD (KSF)
DEPTH COHESION FRICTION
SYMBOL LOCATION (FT) TEST CONDITION (PSF) , (DEG)
A Boring 1 2 Saturated - Drained Peak 100 30
A Boring 1 5 Saturated - Drained - Peak 150 . 33
VZW - Spanish Bay
Project No:
VD-3720-01
54001 Madison Street, La Quinta, California
Plater
D
Geotechnical Solutions, Inc.
15
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1000
900
800
700
600
500
400
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300
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* *
* E Q F A U L T
* *
* Version 3.00
* • *
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER: VD-3720-01
DATE: 11=19-2008•
JOB NAME: VZW Spanish Bay
CALCULATION NAME: Fault Analysis
FAULT -DATA -FILE NAME: C:\Program Files\EQFAULTI\CGSFLTE.DAT
SITE COORDINATES:
SITE LATITUDE: 33.6559
SITE LONGITUDE: 116.2516
SEARCH RADIUS: 100 mi
ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997.Rev.) - Alluvium
UNCERTAINTY (M=Median, S=Sigma): M Number of Sigmas: 0.0
DISTANCE MEASURE: cdist
SCOND: 0
Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT -DATA FILE USED: C:\Program Files\EQFAULTI\CGSFLTE.DAT
MINIMUM DEPTH VALUE (km):. 3.0
49 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE SAN ANDREAS - Whole M-la FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 7.0 MILES (11.2 km) AWAY.
LARGEST MAXIMUM -EARTHQUAKE SITE ACCELERATION: 0.4792 9
---------------
,. EQFAULT SUMMARY
• ---------------
-----------------------------
DETERMINISTIC
-----------------------------
SITE PARAMETERS
•
VZW Spanish Bay, Page 2
-------------------------------------------------------------------------------
I
(ESTIMATED MAX. EARTHQUAKE EVENT
I
APPROXIMATE
I
-------------------------------
ABBREVIATED I
DISTANCE
I
MAXIMUM I
PEAK
JEST. SITE
FAULT NAME I
mi
(km) JEARTHQUAKEI
SITE
JINTENSITY
1
I
MAG.(MW) I
ACCEL. g
JMOD.MERC.
SAN ANDREAS - Whole M-la 1
7..0(
11.2)1
8.0 1
0.479
1 X
SAN ANDREAS - Coachella M-lc-S 1
7.0(
11.2)1
7.2 1
0.393
1 X
SAN ANDREAS - SB-Coach. M-lb-2 1
7.0(
11.2)1
7.7 1
0.451
J X
SAN ANDREAS - SB-Coach. M-2b 1
7.0(
11.2)1
7.7 1
0.451
1 X
•
SAN JACINTO-ANZA 1
19.3(
31.0)1
7.2 - 1
0.180
I VIII
SAN JACINTO-COYOTE CREEK 1
20.2(
32.5)1
6.6 1
0.107
J VII
BURNT MTN. 1
20.9(
33.7)1
6.5 1
0.094
1 VII
EUREKA PEAK 1
21.7(
35.0)1
6.4 1
0.083
I VII
SAN ANDREAS - San Bernardino M-11
22.7(
36.5)1
7.5 1
0.188
1 VIII
SAN JACINTO - BORREGO I
31.8(
51.1)1
6.6 1
0.061
1 VI
PINTO MOUNTAIN 1
33.8(
54.4)1
7.2 1
0.094
1 VII
EMERSON So. - COPPER MTN. 1
35.0(
56.3)1
7_0 1
0.076
1 VII
PISGAH-BULLION MTN.-MESQUITE LK 1
36.2(
58.3)1
7.3 1
0.094
1 VII
LANDERS 1
36.2(
58.3)1
7.3 1
0.094
1 VII
EARTHQUAKE VALLEY 1
37.9(
61.0)1
6.5 1
0.044
1 VI ,
BRAWLEY SEISMIC ZONE 1
38.0(
61.1)1
6.4 1
0.041
1 V
SAN JACINTO-SAN JACINTO VALLEY 1
38.8(
62.4)1
6.9 1
0.061
I VI
ELSINORE (JULIAN) 1
41.9(
67.4)1
7.1 I
0.066
1 VI
NORTH FRONTAL FAULT ZONE (East) 1
41.9(
67.5)1
6.7. I
0.047
1 VI
ELMORE RANCH 1
45.2(
72.7)1
6.6 1
0.039
J V
JOHNSON VALLEY (Northern) 1
47.0('
75.6)1
6.7 1
0.040
I V
ELSINORE (TEMECULA) 1
47.9(
77.1)1
6.8 1
0.043
I VI
ELSINORE (COYOTE MOUNTAIN) 1
48.2(
77.6)1
6.8 1
0.042
1 VI
•
CALICO - HIDALGO 1
48.5(
78.1)1
7.3 1
0.065
1 VI
SUPERSTITION MTN. (San Jacinto) 1
49.6(
79.8)1
6.6 1
0.034
1 V
SUPERSTITION HILLS (San Jacinto)1
50.4(
81.1)1
6.6 1
0.034
1 V
LENWOOD-LOCKHART-OLD WOMAN SPRGSI
53.1(
85.4)1
7.5 1
0.069
1 VIl
NORTH FRONTAL FAULT ZONE (West) 1
54.0(
86.9)1
7.2 1
0.049
1 VI
HELENDALE - S. LOCKHARDT 1
60.9(
98.0)1
7.3 1
0.049
1 VI
SAN JACINTO-SAN BERNARDINO_ 1
62.0(
99.7 )1
6.7 1
0.028
1 V
•
ELSINORE (GLEN IVY) 1
63.1(
101.5)1
6.8 1
0.030
1 V
IMPERIAL I,
64.7(
104.1)1
7.0 1
0.035
J V
LAGUNA SALADA 1
67.8(
109.1)1
7.0 1
0.033
1 V
CLEGHORN 1
69.8(
112.4)1
6.5 1
0.020
1 IV
ROSE CANYON 1
75.7(
121.9)1
7.2 1
0.034
1 V
NEWPORT-INGLEWOOD (Offshore) 1
76..l(
122:4)1
7.1 1
0.031
J V
CHINO -CENTRAL AVE. (Elsinore) 1
77.3(
124.4)1
6.7 1
0.020
1 IV
CUCAMONGA 1
78.9(
127.0)1
6.9 1
0.023
I IV
WHITTIER 1
80.7(
129.9)1
6.8 1
- 0.022
I IV
SAN JOAQUIN HILLS 1
83.0(
133.6)1
6.6 1
0.016
I IV
•
Lm
Lm
Lm
0
�m
0
DETERMINISTIC
-----------------------------
SITE PARAMETERS
VZW Spanish Bay, Page 3
I
(ESTIMATED MAX. EARTHQUAKE EVENT
I APPROXIMATE
I-------------------------------
ABBREVIATED
I DISTANCE
I
MAXIMUM I
PEAK
JEST. SITE
FAULT NAME
I mi
(km) 1EARTHQUAKEI
SITE
11NTENSITY
I
I
MAG.(Mw) I
ACCEL. g
IMOD.MERC.
SAN ANDREAS - Cho-Moj M-lb-1
1 84.0(
135.2)1
7.8 1
0.050
1 VI
SAN ANDREAS - Mojave M-lc-3
1 84.0(
135.2)1'-
7.4 1
0.035
1 V
SAN ANDREAS - 1857 Rupture M-2a
1 84.0(
135.2)1
7.8_ 1
0.050
1 VI
SAN JOSE
1 89.0(
143.3)1
6.4 1
0.013
1 III
CORONADO BANK
1 90.7(
145.9)1
7.6 1
0.038
1 V
SIERRA MADRE
1 91.5(
147.3)1
7.2 1
0.023
1 IV
GRAVEL HILLS - HARPER LAKE
1 .92.4(
148.7)1
7.1-. 1
0.024
1. IV
PUENTE HILLS BLIND THRUST 1
94.8(
152.6)1
7.1 1
0.020
1 IV
NEWPORT-INGLEWOOD (L.A.Basin) I,
96.3(
155.0)1
7.1 1
0.022
1 IV
-END OF SEARCH-
� � V
•
190
Lm
VZW SPANISH BAY
FRISKSP ANALYSIS
VD-3720-01
-------------------------------------------------
CLOSEST DISTANCES BETWEEN SITE AND FAULT RUPTURES
NO.
FAULT NAME
CD 1DRP
CD_2DRP
CDIST
CLODIS'
CD EPI
CD•HYPO
1
SAN ANDREAS - Whole M-la
-------------------------------------------=
10.8
10.8
11.2
10.8
10:8
'12.9
km
2
SAN ANDREAS - Coachella M-lc-5
10.8
10.8
11.2
10_8
10:8
11.0
km
3
SAN ANDREAS - SB-Coach. M-lb-2
10.8
10.8
11.2
10.8
10.8
10.9
km
4
SAN ANDREAS - SB-Coach. M-2b
10.8
10.8
.11.2
10.8
10.8
' 10.9
km
5
SAN JACINTO-ANZA
30.8
30.8
31.0
30.8
30.8
30.9
km
6-SAN
JACINTO-COYOTE CREEK
32.4
32.4
32.5
32.4
32.4
32.4
km
7
BURNT MTN.
33.6
33.6
33.7
33.6
34.6
34.6,km
8
EUREKA PEAK
34.9
34A
35.0
34.9
36.0
36.0
km
9
SAN ANDREAS - San Bernardino M-1 36.4
36.4
36.5
36.4
37.2
37.2
km
10
SAN JACINTO - BORREGO,
51.0
51.0,
51.1
51A
51.8
51.8
km
11
PINTO MOUNTAIN
54.3
54.3
54.4
54.3
54.3
54.3
km
12
EMERSON So. - COPPER MTN.
56.2
56.2
56.3
56.2
56.7
56_7
km
13
PISGAH-BULLION MTN.-MESQUITE LK
58.2
58.2
58.3
58.2
58.5
58.5
km
14
LANDERS
58.2
58.2
58.3
58.2
59.3
59.3
km
15
EARTHQUAKE VALLEY
60.9
60.9
61.0
60.9
61.2
61.2
km
16
BRAWLEY SEISMIC ZONE
61.0
61.0
61.1
61.1
61.9
62.0
km
17
SAN JACINTO-SAN JACINTO,VALLEY
62.3
62.3
62.4
62.3
63.2
63.2
km
18
ELSINORE (JULIAN)
67.3
67.3
67.4
67:3
67_3
67.4
km
19
ELMORE RANCH
72.6
72.6
72.7
72.6
72.7
72.7
km
20
JOHNSON VALLEY (Northern)
75.5
75.5
75.6
75.5
76.6
76.6
km
21
NORTH FRONTAL FAULT ZONE (East)
77.1
66.2
67.5
67.5
67.4
68.5
km
22
ELSINORE (TEMECULA)
77.0
77.0
77.1
77.0
77.4
77.4
km
23
ELSINORE (COYOTE MOUNTAIN)
77.5
77.5
77.6
77.5
78.0
78.0
km-
24
CALICO - HIDALGO
78.1
78.1
78.1
78.1
79.0
179.0
km
25
SUPERSTITION MTN. (San Jacinto)
79.8
79.8
79.8
79.8
80.6
80.6
km
26
SUPERSTITION HILLS (San Jacinto)
81.1'
81.1
81.1
81A
82.1
82.1
km
27
LENWOOD-LOCKHART-OLD WOMAN SPRGS 85.3
85.3
85.9
'85.3
86.4
86.4
km
28
NORTH FRONTAL FAULT ZONE (West)
96.9
85.9
86.9
86.9
87.2
88.0
km
29
HELENDALE - S. LOCKHARDT
97.9
, 97.9
•98.0
97.9.
99.0
99.0
km
30
SAN JACINTO-SAN BERNARDINO
99.7
.99.7
99.7
99.7
•100 J
100.7
km
EXPLANATION
CD_1DRP = Closest distance to
projection of
rupture
area along
fault trace.
CD'2DRP = Closest distance to
surface projection of
the rupture area.
CDIST = Closest distance to
seismogenic rupture.
CLODIS = Closest distance to
subsurface rupture. -
CD EPI = Closest epicentral distance.
CD HYPO = Closest hypocentral
distance.
RETURN PERIOD vs. ACCELERATION
CAMP. & BOZ. (1997 Rev.) AL 1; VD-3720-01;
100000
C 10000
L .
0
.L
a�
a- 1000
L
LL.
100
0.00 0.25 0.50 0.75 1.00 1.25 1.50
Acceleration (q)
PROBABILITY OF EXCEEDANCE
CAMP.
& BOZ. (1997 'Rev.) AL 1; VD-3720-01;
25 yrs 50 yrs
•
100
75 yrs 100 rs
90
•
80
X
O
`.
70
60
c�
0
50
•
ID
U
40
-
30
X20
W
10.
0.00
0.25 0.50 0.75 1.00 1.25• . 1.50
•
Acceleration (g)
A
Project Name = VZW Spanish Bay
Date Wed Nov 19 08:07:37 PST 2008
Conterminous 48 States
• 2003 NEHRP Seismic Design Provisions'
Latitude 33.6559
Longitude =-116.2516
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - 'Fa = 1.0 ,Fv = 1.0 ,
Data are based on a 0.01 deg grid spacing
Period- Sa .
• (sec) (g)
0.2 1.500 (Ss, Site Class B)
1.0 0.600 (S1, Site Class B)
Conterminous 48 States -
2003 NEHRP Seismic Design Provisions
Latitude = 33.6559 '
• Longitude =-116.2516
Spectral Response Accelerations SMs and-SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa =,1.0 ,Fv = 1.5
Period Sa
(sec) (g)
0.2 1.500 (SMs, Site Class D)
1.0 0.900 (SM1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
• Latitude = 33.6559.
Longitude =-116.2516
Design Spectral Response Accelerations SDs and`SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.0 ,Fv = 1.5
Period Sa
(sec) (g)
0.2 1.000 (SDs, Site Class D)
1.0 0.1600 (SD1, Site Class D) ;
• Project No VD-3720-01
• Verizon Spanish Bay
F
Test Report ^
• Site Name: VZW Spanish Bay "
Site Address: 54001 Madison Street, La Quinta, California.
• Report Prepared by: Geotechnical Solutions, Inc.
Give two or three sentences description of the soil as seen at the site:
Very fine to fine sand, with some pebbles
Soil Condition: ❑ Wet ❑ Damp ® Dry
Choose one and only one of the following descriptions that best describe the earth
conditions: `
❑ Good clay earth ®Sandy soil
❑ Solid rock ❑ High -Rise site
• If high-rise site was checked, verify the location of the main water line entering the
building and give the following information:_
❑ The line was located and verified as copper and is inches in circumference.
The line was located and verified as iron and is inches in circumference.
❑ I was unable to locate the water main and recommend further engineering study for
the grounding of this site.
Provide the following information:
Date of Resistivity test: 1'l-18-08
• Weather for the seven days preceding the test: Sunny and moderately warm
(The last three days must have been clear and sunny.)
Model number .of test instrument: NILSON MODEL 400
•
Serial number of test instrument: 4-7368
17
Project No VD-3720-01
Verizon Spanish Bay
Project Ndme: Spanish Bay
• Date: 11-18-08
Project No: VD-3720-01
• Site Address: 54001 Madison Street, La Quinta, California.
RESISTIVITY DATA
0304
'Formula
957.5*R
1915*R
3830*R
5745*R
7660*R'
;Measured R
2.1
1.6
; Area lj. 4-,
2,394
3,064
(a
Ohm -cm
Ohm -cm
Area
ure
Me,:� a'
Area:,
,measure,
7T77d'
Meig&iol -1
Area'r."4.
:(�al C.
0
0
•
Bin #
5 ?
City of ' La Quinta.
Building &r Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
- Building Permit Application and Tracking Sheet
Permit p.
f�Ir
Project Address: 41,0V
/-ro el
Owner's Name:
A. P. Number: -7r7r, a Z
Address:
Legal Description:
City, ST, Zip:
Contractor:
telephone:
1E
Address:
Project Description:
ft
City, ST, Zip:
?
54 005
Telephone:
K
State Lie. #
City Lie. #,
Arch., Engr., Designer.
Address; ,X
City., ST, Zip:
r
Telephone:
State Lie. #:
Construction Type: Occupancy:
Project type (circle one): Now Add'n Alter Repair
Demo
Name of Contact Person
Sq.Ft:
# Stories:
# Units:
Telephone # of Contact Person:
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Reqld
Rec1d'
TRACKING
PERMIT FEES
Plan Sets
o?
Plan Check submitted
Item
Amount'
Structural Cales.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cales.
Called Contact Person (ima tj
Plan Check Balance
Tide 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted !St
Mechanical
Grading plan
Review, ready for correcti3�e All
11
I
Electrical
Elect
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.MX
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3a Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
WA.I.P.P
Pub. Wks. Appr
Date of permit issue
LIDS
.L—*
School Fees
Total Permit Fees
2��29� - (� l s �- ( OW., So �,�)
1z
r
P.O. BOX 1504 BUILDING & SAFETY DEPARTMENT
78-495 CALLS TAMPIC0 (760) 777-7012
LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011
To: Greg Butler, Building & Safety Manager To PD: 08-2340
From: Les Johnson, Director-PDD Due Date: ASAP
Permit #: Status: 1ST
Building Plans Approval
(This is an approval to issue a Building Permit)
The Planning Department has reviewed the Building Plans for the following
project:
Description.: REVISION CELL TOWER
Address or General Location: 54-005 MADISON
Applicant Contact: JEFF ROEBUCK 714 730-0606
The Planning Development Department finds that:
. ❑ ...these Building Plans do not require Planning. Department approval.
E ...these,Building Plans are approved by the Planning Department.
❑ ' ...these Building Plans require corrections. Please forward a copy of the
attached corrections to the applicant. When the corrections are made
please return them to.the Planning Department for review.
Les Johnson, imc or=PD Date
. t
recewe
AUG 2 3 2010
City of La Qdrda
Ptarming Department