HomeMy WebLinkAbout1966 OLIVENHAIN RD; CS; CBC2018-0640; Permit(City of
Carlsbad
Commercial Permit
Print Date: 04/11/2019 Permit No: CBC2018-0640
Job Address: 1966 Olivenhain Rd, Cs
Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled
Parcel No: 2550405900 Lot t: Applied: 11/15/2018
Valuation: $20,000.00 Reference U: DEV03078 Issued: 02/15/2019
Occupancy Group: Construction Type: Permit
Finaled:
U Dwelling Units: Bathrooms: Inspector: TFraz
Bedrooms: Orig. Plan Check U: Final
Plan Check U: Inspection: 4/11/2019 9:05:55AM
Project Title: NEXTEL- WEST OLIVENHAIN
Description: SPRINT: CELL SITE MODIFICIATION
Applicant: Contractor:
J5 INFRASTRUCTURE PARTNERS BROKEN ARROW COMMUNICATIONS INC
CHRIS VUONG
17169 Botero Dr 3160 Scott St
San Diego, CA 92127-1403 Vista, CA 92081-8318
858-205-4150 760-208-6741
BUILDING PERMIT FEE ($2000+) $203.66
BUILDING PLAN CHECK FEE (BLDG) $142.56
ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $41.00
MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $39.00
5B1473 GREEN BUILDING STATE STANDARDS FEE $1.00
STRONG MOTION-COMMERCIAL $5.60
Total Fees: $432.82 Total Payments To Date: $432.82 Balance Due: $0.00
Please take NOTICE that approval of your project includes the Imposition' of fees, dedications, reservations, or other exactions hereafter
collectively referred to as fees/exaction.' You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov
DEvooW
COMMERCIAL Plan Ch eck12010(-40 City of BUILDING PERMIT Est. Value Carlsbad APPLICATION PC Deposit
B2 Date
Job Address 1966 Olivenhain Road, Encinitas, CA 92024 Suite: N/A APN: 255-040-59-00
Tenant Name: Sprint PCS CT/Project #:2,9 l 00 C' k (9'-"
Occupancy: Construction Type: Fire Sprinklers: yes /0 Air Conditioning: yes /0
BRIEF DESCRIPTION OF WORK: Cell site modification. Replacing (3) antennas and adding (6) antennas. Also
adding (9) RRHs to the existing (3) RRHs to remain. Replacing FRP screen boxes with wider screen boxes.
D Addition/New: New SF and Use, - New SF and Use,
Deck SF, _________ Patio Cover SF (not including flatwork)
N1 Tenant Improvement: SF, Existing Use Wireless facility Proposed Use Same
SF, Existing Use Proposed Use
Pool/Spa: SF Additional Gas or Electrical Features?
Solar: KW, _Modules, Mounted, Tilt: Yes / No, RMA: Yes / No, Panel Upgrade: Yes / No
D Plumbing/Mechanical/Electrical Only:
D Other:
APPLICANT (PRIMARY) PROPERTY OWNER
Name: Chris Vuong on behalf of Sprint PCS Name: Olivenhain Municipal Water District
Address: 17169 Botero Drive Address: 1966 Olivenhain Road
City: San Diego State:CA Zip: 92127 City: Encinitas State:CA Zip: 92024
Phone: 858-205-4150 Phone: 760-753-6466
Email: CvUong@j5ip.com Email: cpeciIe(äoIivenhain .com
DESIGN PROFESSIONAL CONTRACTOR..BUSINESS
Name: TBC')Cb I-re1 '41&w Cain In w 164 41
Address: ' / c S C t 44
City: L" -S'f--.. State: C Zip: 9.2 C t)
Phone: 1( U p - ( (/1
Email:C (T J - /l..
State License: Bus. License: -A e)/
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/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 {$5001).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
B-2 Page 1 of 2 Rev. 06/18
Name: Jose Carlos Faz
Address: 2030 Main Street
City: Irvine State:CA Zip: 92614
Phone: 949-247-7767 x160
Email: jfazcj5ip.com
Architect State License: S6550
(OPTION A ): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which is permit is issued.
ave and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the
My workers'çompensation insurance carrier and policy number are: Insurance Company Name: 0 ( /
Policy No. (4 k b I) O'S 0 /c Expiration Date: R' / .r /
for which this permit is issued.
11 Certificate of Exemption: 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 be come
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
CONTRACTOR SIGNATURE: b crfl 4 4/ [Z DATE: /S' - I?
(OPTION 13 ): OWNER-BUILDER DECLARATION:
/ hereby affirm that I am exempt from Contractor's License Law for the following reason:
11 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 Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work
himself or through his own employees, provided that such 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 did not build or improve for the purpose of sale).
173 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
ci I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. ci Yes ci No
I (have I have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors' license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address I phone / contractors' license number):
S. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
OWNER SIGNATURE: !IIAGENT DATE:____________
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: Lender's Address:
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? ci Yes ci No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF
THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time
after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT SIGNATURE: tl?I/d.4d.- DATE: 11/15/18
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 . Email: BuildingicarlsbadCa.gOv
6-2 Page 2 of 2 Rev. 06/18
Permit Type: BLDG-Commercial Application Date: 11/15/2018 Owner:
Work Class: Tenant Improvement Issue Date: 02/15/2019 Subdivision: RANCHO LAS ENCINITAS
Status: Closed - Finaled Expiration Date: 09/25/2019 Address: 1966 Olivenhain Rd, Cs
Encinitas, CA 92024-5676
IVR Number: 15444
Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete
Date Start Date
03/13/2019 03/13/2019 BLDG-34 Rough 086064.2019 Partial Pass Tim Frazee Reinspection Incomplete
Electrical
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-75 Screened 086053-2019 Partial Pass Tim Frazee Reinspection Incomplete
Enclosure
Checklist Item COMMENTS Passed
BLDG-Building Deficiency
03/25/2019 03/25/2019 BLDG-14 086890-2019
Frame/Steel/Bolting!
Welding (Decks)
Checklist Item
BLDG-Building Deficiency
03129/2019 03/29/2019 BLDG-14 087368-2019
Frame/Steel/Bolting!
Welding (Decks)
Checklist Item
Framing on enclosure OZk 3/13/19
Partial Pass Tim Frazee
COMMENTS
Exterior steel framing for antennas OK
3/25/19
Partial Pass Tim Frazee
COMMENTS
Yes
Reinspection Incomplete
Passed
Yes
Reinspection Incomplete
Passed
BLDG-Building Deficiency Exterior steel framing for antennas OK Yes
3/25/19
Bolt pattern on FRP OK 3/29/19
04/11/2019 04/11/2019 BLDG-Final 088601-2019 Passed Tim Frazee
Inspection
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
Complete
April 11, 2019 Page 1 of I
EsGil
A SAFEbuiLtCompariv
DATE: 1/15/2019
JURISDICTION: City of Carlsbad
LI APPLICANT
,1U RI S.
PLAN CHECK #.: CBC2018-0640
PROJECT ADDRESS: 1966 Olivenhain Rd.
SET: II
PROJECT NAME: Sprint SD03XC183 Olivenhain
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
El The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
LII The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
LIII The applicant's copy of the check list has been sent to:
EsGil staff did not advise the applicant that the plan check has been completed.
LIII EsGil staff did advise the applicant that the plan check has been completed.
Person contacted___—_, Telephone #:
Date contacted: Email:
Mail Telephone Fax irLon
REMARKS:
By: David Yao Enclosures:
EsGil
1/8/19
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGilV/0
A SAFEbui(tCompany
DATE: 11/27/2018
JURISDICTION: City of Carlsbad
U APPLICANT
U JURIS.
PLAN CHECK #.: CBC2018-0640
PROJECT ADDRESS: 1966 Olivenhain Rd.
SET: I
PROJECT NAME: Sprint 5D03XC183 Olivenhain
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Chris Vuong
EsGil staff did not advise the applicant that the plan check has been completed.
EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Chris Vuong Telephone #: 858-205-4150
Date contacted: (by: ) Email: cvuong@j5ip.com
Mail Telephone Fax In Person
LII REMARKS:
By: David Yao Enclosures:
EsGil
11/16/18
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
City of Carlsbad CBC2018-0640
11/27/2018
GENERAL PLAN CORRECTION LIST
JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0640
PROJECT ADDRESS: 1966 Olivenhain Rd.
DATE PLAN RECEIVED BY DATE REVIEW COMPLETED:
ESGIL: 11/16/18 11/27/2018
REVIEWED BY: David Yao
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International Building
Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state
laws regulating energy conservation, noise attenuation and disabled access. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. The approval of
the plans does not permit the violation of any state, county or city law.
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
LIYes 0 No
City of Carlsbad CBC2018-0640
11/2712018
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2018-0640
PREPARED BY: David Yao DATE: 11/27/2018
BUILDING ADDRESS: 1966 Olivenhain Rd.
BUILDING OCCUPANCY:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
cell site revisions per city 20,000
Air Conditioning
Fire Sprinklers
TOTAL VALUE 20,000
Jurisdiction Code ICb IBY Ordinance I
Bldg. Permit Fee by Ordinance V
Plan Check Fee by Ordinance V
Type of Review: 21 Complete Review Structural Only
D Repetitive Fee
Repeats
El Other
El Hourly Hr. @ *
EsGil Fee I $124.O1 I
Comments:
Sheet of
City of Carlsbad CBC2018-0640
11127/2018
Please make all corrections, as requested in the correction list. Submit FOUR new
complete sets of plans for commercial/industrial projects (THREE sets of plans for
residential projects). For expeditious processing, corrected sets can be submitted in one of
two ways:
Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700.
The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire
Departments.
Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake
Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of
plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by EsGil is complete.
The structural calculation provided by PLATINUM Engineering Solutions, Inc. is for the
attachment of the antenna only.
2. Provide complete structural analysis to show the proposed FRP box is adequate to
support the design load. (include all connections)
The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208,
San Diego, California 92123; telephone number of 858/560-1468, to perform the plan
review for your project. If you have any questions regarding these plan review items,
please contact David Yao at Esgil. Thank you.
Jose Carlos Faz, S.E.
J5 I NFRAST RU C T U h 2030 Main Street Suite 200
I N E s lrvine,CA92614 P A
December 12, 2018
Subject: Structural Analysis Report
Sprint Site Number: SD03XC183
Sprint Site Name: Olivenhain
Project Type: Rooftop
Jurisdiction: City of Carlsbad
Address: 1966 Olivenhain Road Encinitas, CA 92024
Latitude: N 33° 4'3.5"
Longitude: W 117° 14'48.94"
J5 Infrastructure Partners is pleased to submit this 'Structural Analysis Report' to determine the structural
capability of the proposed FRP boxes and anchorages to support the proposed modifications at the above-
mentioned telecommunication facility.
This analysis is based off third party data. If the existing condition varies from what is shown in this report,
or if assumptions made within this report are inaccurate, the Engineer of Record (EOR) shall be notified
immediately in writing. Neither J5 Infrastructure nor any of its affiliates shall be held accountable for
inaccurate or missing information.
Based on our analysis and the information provided, we have determined the proposed FRP boxes and
anchorages are structurally adequate to proceed with proposed work in accordance with the
requirements of the California Building Code - 2016 and TlA/EIA-222-G (2005).
OFESS,
CIO
••—S655
cLoj
O /
* *
Jose Carlos Faz, S.E.
CA License #S 6550
J5 Infrastructure Partners
CBC20I8-0640
Strucural Results: PASS 1966 OLIVENHAIN RD #cs
SPRINT: CELL SITE MODIFICATION
DEV03078 2550405900
1/7/2019
Page 1 of CBC20I 8-0640
Sprint Rooftop
SD03XC183 - Olivenhain Encinitas, CA
Purpose
The purpose of this document is to verify the structural capability of the proposed FRP boxes and anchorages
to support the proposed antenna modifications at Sprint's SD03XC183 telecommunications site.
1.1 Site Address: 1966 Olivenhain Road Encinitas, CA 92024
1.2 Site Number: SD03XC183
1.3 Site Name: Olivenhain
Scope of Work
The scope of work for this project consists of the following:
- Replace (3) existing FRP boxes with (3) proposed FRP boxes to be painted and textured to match existing
building
Codes and References:
The following codes and/or references have been considered for this analysis:
3.1 2016 California Building Code
3.2 ASCE Standard [ASCE/SEI 7-10]
3.3 ANSI/TIA-222-G-2005, Structural Standard for Antenna Supporting Structures
3.4 AISC Steel Construction Manual, 14th Edition
3.5 Unistrut Catalogue
3.6 ACl Standard 318-14
3.7 NDS Supplement, 2015 Edition
3.8 Strongwell FRP Design Guide
Assumptions:
-This calculation assumes that the original telecommunication site installation, and all subsequent
modifications have been installed in accordance with previous contract documents, except as noted by
contractor as-built documentation.
- This calculation assumes that production and fabrication of materials of materials has been completed in
accordance with satisfactory design methods and standards.
- This calculation assumes satisfactory workmanship of all previously installed and proposed components,
that all installed components are free from defects and/or deterioration, and that all welds have developed
at least the member capacity.
- Any deviation from the assumed loading will void this analysis and require re-evaluation based on accurate
field condition information
Page 2 of 24
Sprint Rooftop
SD03XC183 Oivenhain Encinitas, CA
S. Documentation:
The following documents were made available for the purpose of this calculation:
5.1 Construction Drawings by J5 Infrastructure LLC, dated 10/02/2018
6. Appurtenance Input:
6.1 Dead Load per Sector:
323.5
6.2 Wind Load: Risk Category II, Basic Wind Speed: 110 MPH 3-s Gust Wind Speed, Topo '1.
0
Note: Appurtenances are shrouded and are not subject to design wind loads.
Page 3 of 24
Sprint Rooftop
SD03XC183 Otivenhain Encinitas, CA
6.3 Seismic Load: Region 1, Assume Site Class D, Seismic Design Category 'E'.
(See USGS Design Map Report attached)
F = 0.4aPSDSWf 1+ 2z)
p 1RP H
Je)
= 117.5
6.5 Governing Load Determination and Analysis:
Steel Angle
(L4x41/4)
FRP Angle
_________________________ (L4X4X1/4)
Sprint's Proposed Equipment FRP Brace Angle 2%
(L3X3X1/4)
SDS 1/4"x2-1/2" 42% (SDS25212SS)
7.0 Conclusion
J5 Infrastructure Partners concludes that the proposed SD03XC183 FRP boxes and anchorages located in
Encinitas, CA are capable of supporting Sprint's proposed equipment modifications. No structural upgrades will
be required.
Page 4 of 24
IJSGS Design Maps Summary Report
User—Specified Input
Report Title SD03XC 183
Tue December 11, 2018 04:01:23 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.067580N, 117.24629°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/11/111
5n M.r.os
Escondido
Fn(in[ta
?th
USGS—Provided Output
S= 1.051g SMS = 1.134g SDS = 0.756g
S1 = 0.406 g SM1 = 0.647 g SD1 = 0.431 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
NICER Response Spectrum
1.30
I JA
0184
ODD
Q1) 0.30 040 OK 040 140 140 140 140 IOJ 200
Pcrit T (s
Design Response Spectrum
040
OAR
0,24
o.IC
040 040 C'S) 040 040 IKO 1.210 1.30 140 .140
Period,
For PGA,, TL, CRS, and CR1 values, please view the detailed rep.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.
Page 5 of 24
H
H
H
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:47 PM
S DO3XC 183 SPR_SD03XC183_FRP BOX SA_...
Page 6 of 24
C)
00 C a C -, CD
;i.
CD
c
L4X4X4
L4X4X4
4x4
L 4X4
LN
LL4x4x4x3 m
-o
m 4 4
a 4 4
o (n C p... '4 '4
L4X4X4
'-3X3X
I-
4
- L4X4X4 -
(no
-
0) c 4x c
-
-
(_) 0 -a co 00 L 4X4
co o c x -o
I
Member Length (ft) Displayed
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:46 PM
SD03XCI83 SPR_SD03XC183_FRP BOX SA_...
Page 8 of 24
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:45 PM
SD03XC183 SPR_SD03XC183_FRP BOX SA_...
Page 9 of 24
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:47 PM
SD03XCI83 SPR_SD03XC183_FRP BOX SA_...
Page 10 of 24
Loads: BLC 1, DEAD
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:48 PM
SD03XC 183 SPR_SD03XC 183_FRP BOX SA_...
Page 11 of 24
Loads: BLC 4, SEISMIC X
J5 Infrastructure Partners
Meh ran FRP Enclosure Dec 10, 2018 at 7:47 PM
SDO3XC 183 SPR_SD03XC183_FRP BOX SA_...
Page 12 of 24
Ily
z X
/
••lsf /
\
/
V
A
Loads: BLC 5, SEISMIC Z
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:47 PM
SD03XC183 SPR_SD03XC183fRP BOX SA_...
Page 13 of 24
Loads: BLC 2, WIND X
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:48 PM
SD03XCI83 SPR_SD03XC183_FRP BOX SA_...
Page 14 of 24
Loads: BLC 3, WIND Z
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:48 PM
SD03XC183 SPR_SD03XC183_FRP BOX SA_...
Page 15 of 24
Shear Check
(LC4)
No Caic
1.0
.90-1.0 Z X .75-90
.50-75
0-50
00
' I
V .00
A
1,.
0 0 .00
0
.00
Member Shear Checks Displayed
Results for LC 4, ASCE ASD 5 (a) (b)
J5 Infrastructure Partners
FRP Enclosure Mehran Dec 10, 2018 at 7:47 PM
SD03XC183 SPR_SD03XC183_FRP BOX SA_...
Page 16 of 24
Code Check
Y LC 4)
No Calc
A .90-1.0
50-75
0-50
-"I
00
7
0 .04
.3
to
Member Code Code Checks Displayed
Results for LC 4, ASCE ASD 5 (a) (b)
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:46 PM
SD03XC 183 SPR_SD03XC183_FRP BOX SA_...
Page 17 of 24
Designer : Mehran 7:59 PM 44- )5INFRASTRUCTURE
Company J5 Infrastructure Partners Dec 10, 2018
A P 1 N P P 5 Job Number : SD03XC183 Checked By: Jose
Model Name : FRP Enclosure
Hot Rolled Steel Properties
I nhal F rki1 a 1ki1 Nui Thrm (\1F F\ flnituFk/ftAi1 ViIrI1ki1 Pv FiiFki1 Pt
LIII A992 29000 11154 .3 1 .65 50 1 1.1 65 I 1.1
L2 1 A36Gr.36 29000 11154 .3 1 .65 .49 36 1.5 58 1.2
L3 1 A572Gr.50 1 29000 11154 .3 .65 .49 50 1.1 65 1.1
4 ¼500 Gr.B RNDI 29000 11154 3 1 65 527 42 14 1 58 13
5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3
6 A53GrB 29000 11154 3 65 49 35 16 60 12
7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3
LIII FRP 2800 450 35 44 i 12 16 1.5 30 1.2
Hot Rolled Steel Design Parameters
I I I 1-,rF+1 I k,,rf+1 I .n,,, +.,nrf+1 I ,.,,,,n k,,+f+1 I +,'.r, k', (I, I —+;—
F-1 1 Mi L4X4X4 1 10 1 Lbyy Lateral
2 M2 L4X4X4 6 Lbyy Lateral
3 M3 L4X4X4 6 Lbyy Lateral
4 M4 L4X4X4 10 Lbyy Lateral
5 M5 L4X4X4 10 Lateral
M6 L4X4X4 1 6 Lbyy Lateral
7 M7 L4X4X4 6 .byy Lateral
8 M8 LL4x4x4x3 2 Lbyy Lateral
9 M9_ LI. 4x4x4x3 2 Lbvv Lateral
Q M10 - L4X4X4 2 _Lbyy Lateral
Ii M11 -L4X4X4 2 Lbyy - Lateral
M12 _12 L4X4X4 2 _Lbyy Lateral
13 M13 -L4X4X4 2 Lbyy Lateral
_14 M14 L4X4X4 3.606 Lbyy L Lateral
15 M15 L4X4X4 3.606 Lbyy Lateral
_16 M16 L4X4X4 3.606 Lyy Lateral
17 M17 L4X4X4 3.606 Lbyy Lateral
18 M18 LL4x4x4x3 6 Lbyy Lateral
19 M19 L4X4X4 5.385 Lbyy Lateral
20 M20 L4X4X4 5.385 Lbyy Lateral
21 M21 L4X4X4 10 Lbyy Lateral
22 M22 L4X4X4 5.385 Lbyy Lateral
23 M23 L4X4X4 5.385 Lbyy Lateral
24 M24 L4X4X4 6 Lbyy I Lateral
25 M25 L4X4X4 J 6 Lbyy Lateral
26 M26 L3X3X4 6.325 Lateral
27 M27 L3X3X4 6.325 J Lateral
Member Area Loads (BLC I : DEAD)
mint A mint R mint ('1 mint fl flirr'tinn I'Nctrihfirr Mnitrr,fI
ii N7 Ni N2 I_ N8 Y Two Way --3
2[ N8 N2 N4 [_N10 Y Two Way -3
3 N8 N7 N9 N10 Y Two Way -3
4. N9 N3 Ni N7 Y Two Way -3
5 N9 N3 N4 N10 Y Two Way -3
- N17 _N17 N17 N18 Y Two Way -3
7 N19 N19 N19 N20 Y Two Way -3
Member Area Loads (BLC 2: WIND X)
Joint A Joint B Joint C Joint D Direction Distribution MagnitudelmDsfl
1 N8 N2 N4 I N10 X Two Way I -35 I
RISA-3D Version 17.0.0 [CA ... \ ... \ ... \ ... \ ... \SPR_SD03XCi83_FRP BOX SA_12-10-2018.r3d] Page 1
Page 18 of 24
Designer Mehran 7:59 PM t5 INFPASTRUCTUPE
Company : J5 Infrastructure Partners . Dec 10, 2018
A R I N I R s Job Number : SD03XC183 Checked By: Jose
Model Name : FRP Enclosure
Member Area Loads (BLC 3: WIND Z)
Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psfl
1 N9 N7 N8 N10 Z Two Way -35
Member Area Loads (BLC 4: SEISMIC X)
Inin+ A kint P Irthif ( Irinf fl nirar-finn flitrihiifirrn MrinifiidFnfl
I N7 Ni N2 N8 X T Two Way -1
2 N7 Ni N3 N9 X Two Way -i
3 N9 N3 N4 N10 X Two Way -i
4 N10 I N8 N2 N4 X Two Way -1
5 N9 I N7 N8 I N10 X Two Way -1
— Member Area Loads (BLC 5: SEISMIC Z)
I,,in+ A Inn+ P Inin r Isin+ n flir,+inn flirikfi,n M,nif,r1rr,f
1 N7 1 Ni N3 N9 Z Two Way - -1 -
2 N7 Ni Z Two Way__-i
3 N7
_N2 _N8
_N9 Z Two Way -1
N8
_N8 _N10
_N4 __NiO Z Two Way
5 N9
_N2
_N3 _N4 I_N1O ]_Z Two Way _-1
Load Combinations
iii] ASCE ASD 1 lYesy I IDLH 1 I E1IT
2 ASCEASD2 Yes y DL 1 1 LLS 1
3 ASCE ASDja)ia1 Yes Y DL1_WLX.6
_LL
4 ASCE ASD 5(a)(b)YX_D±i WLZ
5 ASCE ASD 5 (a) (c) Yes YDL1WLX -
6 ASCE ASD 5 (a) (d) YDL1WLZ6
7 ASCE ASO6(a)(a) Yes y DL WLX AS LL 1.75 L_ 8 _ASCE ASD6(a) (b) Yes y DL 1 WLZ .451 LL _75 L L
-
9 ASCE ASD 6 (a) (c) Yes DL 1 WLX -.45.LL 5L75
10 ASCE ASD 6(a)(d) y DL1 WLZ -.45 LL 75 L i Ii ASCEASD7 (a) Yes y DL.6 WLX.6 - -
12 ASCE ASD7(b) Yes _y _'DL'6 WLZ __6 - - 1L_ASCEASD7(c) Yesy DL .6 WLX -
14 ASCE ASD7(d) y DL6 WLZ -6
15 ASCE ASD 8LaIYesYDLiELX I
16 ASCE ASD 8 (b) Yes y IDL 1 ELZ 7 JL ASCE ASD 8(c) Yes DL ELX -.71
18 ASCE ASD 8 (d) Yes y DLI 1 ELZ 7
19 ASCE ASD 9(a) Yes! DI[f ELX .525 LL 75L.75
i.Q. ASCEASD9(b) YX DLH ELZ LL 751
21 ASCE ASD 9 (c) Yesj y DL 1 ELX .525 LL 75 L....75 22 ASCE ASD 9 (d) Yes y DL, 1 ELZ 525 LL 75 L 75
23 ASCE ASD 10 (a) Yes y DL .6 ELX 7
24 ASCE ASD 10 (b) Yes y DL 6 ELZ 7 - '
25 ASCE ASD 10 (C) Yes y IDLI .61 ELX -.7 26 ASCE ASD1O(d) Yes DL .61 ELZ 7 I
J+
Basic Load Cases
P1 C' I,'rin+i C'tnn, V (r V (r 7 (r Innf Dmi.f fli+rih Ar(IAn,
PL DEAD DL -i I [ 7
P2 WIND X WLX LII WIND Z WLZ
4 , SEISMIC X ELX - 36 ' 5
RISA-31D Version 17.0.0 [CA ... \...\...\...\... \SPR_SDO3XC183_FRP BOX SA_12-10-2018.r3d] Page 2
Page 19 of 24
Designer : Mehran 7:59 PM 45 INFRASTRUCTUPE Company : J5 Infrastructure Partners Dec 10, 2018
A P 1 w E R s Job Number : SD03XC183 Checked By: Jose
Model Name : FRP Enclosure
Basic Load Cases (Continued)
i ' V (r. V (ri 7 rZrn Irirtf Pninf lictrih Ar(Mm
5 SEISMICZ I ELZ -.36 1 1 5
6 BLC 1 Transe None 75
7 BLC 2 Transie.J None 13
8 BLC 3 Transie None 7
9 BLC 4 Transie.. None 75
10 IBLC 5 Transie None 75
Envelope Joint Reactions
Inin V phi I ( V Ilki I ( 7 rlhi I ( MY flh..ffl I ( MV rlh_ftl I (1 M7 IIh_fll
1 N5 max 121 1 3 52 4 459 112 0 26 0 26 0 26
2 mm -121 5 22 26 212 18 0 1 0 L 0 1 1
3
4
N6 max
mm
117
117
11 69
13 34
4684
26 13
4
26
0
0
26
1
0 26
0 1
Q426
0 1
5 1 N15 imaxi 14 13 337 ji 87 4 0 26 0 261 0 26
6 mm -53 4 190 12 24 13 0 1 0 11 0 1
7 N16 max 53 4 337 18 87 4 0 26 0 26 0 26
mm -28 13 190 12 -24 11 0 1 0 1 0 1
9 1 Totals: max 252 11 771 22 1260 12
- mm -252 5 1 463 11 1 187
Envelope Member End Reactions
IAn.kr n,I Avi,IrIk1 I ( Qh I (' I t' I r' ,, IAs I C'
1 Ml I I max 57112 1 9116 -711210 11317 1 18 1 8 1 181
2 mm 198 15 -5 112 22 18 0 1 ill 3 24 3 24J
3 J max 57 12 5 12 22 18 0 13 7 3 8 31
4 mm -244 5 -9 1 16 7 12 0 11 2 13 3 13
5 M2 I i max 188 5 12 3 25 12 0 18 8 3 8 3
6 min 20 12 1 -43 12 -19 3 0 24 3 13 2 13
7 J max -43 13 43 12 15 11 0 18 -3 11 -2 11
8 min 197 4 12 3 30 4 0 24 8 5 8 5
9 M3 I max 155 18 25 12 12 5 0 13 8 18 -3 24
10 min 19 1 12 -11 17 -43 1 12 1 0 3 3 24 8 18
11 J I max -78 26 1 6 125 43 12 1 0 1 13 1 -3 24 7 18
min 198 4 30 1 4 12 5 0 3 __7 18 3 24
13 M4 I max 7 25 -73 12 7 18 0 1 26 0 260 25
14 min 7 23 169 18 70 12 0 1 0 1 0 1
15 J max 6 0 11 169 18 70 12 0 26 0 26 0 26
16 mm -60 13 73 12 7 18 0 1 0 1 0 1
17 M5 I max 7 17 3 26 20 12 0 26 0 26 0 26
18 min 7 15 75 4 1518 0 1 0 1 0 1
19 J max 60 3 75 4 15 18 0 26 0 26 0 26
20 m in 60 5 1 -3 126 -20 1 12 1 0 1 0 1 0 1
21 M6 I max 175 18 50 1 5 27 1 3 1 0 126 1 0 26 0 26
22 min 77 12 50 3 27 5 0 1 _0 1 0 1
23 J max 9 18 50 3 27 5 0 26 i 0 26 026
24 mm 24 12 50 5 27 3 0 1 0 1 1 0 1
25 M7 I max 175 18 3 17 5 15 0 26 0 26 0 I 26
26 min 77 12 -10 12 -5 17 0 101 0 I 1
27 J max 9 18 10 12 517 00 ~26 26 0 26
28 mm -24 12 -3 17 -5 15 010 11 0 1
29 M8 I max 449 12 8 22 2 25 0 _5 _0 26 0 26
30 I_ min I-181 18 _5 11 -2 115 0 _310 11_0 1
31 J 1 max 1449 121-4 26 2 123 05 _0 26 1 0 1
32 mm __178 18 _-7 2 17 030 101
— RISA-3D Version 17.0.0 [CA ... \...\...\...\... \SPR_SD03XC183FRP BOX SA_12-10-2018.r3d] Page 3
Page 20 of 24
115 Designer Mehran 7:59 PM INFRASTRUCTUPE
Company : J5 Infrastructure Partners Dec 10, 2018
A R i N E R s Job Number SD03XC183 Checked By: Jose
Model Name : FRP Enclosure
Envelope Member End Reactions (Continued)
I C' I C' I C' Tnrn,,.r I C' Mn I C' Mn I C'
33 M9 I I max I 650 4 -5 _26 _2 23 0 _5 _0 26 _0 26
34 min 19 26 8 _1 __2 17 03 0 1 _0 1
35 J max 650 4 1 7 22 2 25 0 1 5 0 26 0 26
36 min 23 26 1 4 11 j -2 15 ::::O= 0 1 0 1
37 M10 I max 80 1 12 1 3 13-226 0 26 0 26 0 26
38 mm 29 3 3 3 1 -4 1 0 1 1 0 1 0 1
39 J max 80 12 1011 1 6 22 0 126 1 0 1 26 0 26
40 ______ mm 29 3 -10 5 3 11 0 _1 0 1 0 1
41 Ml1 I max 80 12 -2 26 0 1 23 026 0 26 0 26
42 min 11 18 -4 1 0 17 010 1 0 1
43 J max 80 12 6 22 1 25 0260 26 0 26
44 mm 8 18 3 11 -1 15 0 10 1 0 1
45 M12 I max 85 4 0 23 4 22 0 26 0 26 0 26
46 mm -6260172110 1 0 1 0 1
47 J max 85 4 1 25 -3 126 1 0 26 0 26 0 26
48 1 mm -4 26 1 1 15 6 1 0 1 0 1 0 1
49 1 M13 I max 85 A 4 1 22 1 3 13 0 1 26 0 26 1 0 26 1
50 mm 25 1 11 2 11 3 3 0 1 0 1 0 1
51 J max 85 4 -3 26 10 11 0 26 0 26 0 26
52 mm -25 11 6 1 10 11 5 0 1 01 01
53 M14 I max -4 12 6 16 35 13 0 18 0 26 0'26
54 min 182 5 1 26 35 3 0 24 0 1 0 1
55 J max 5 12 -1 26 42 11 018 0 26 0 26
56 mm 168 1 5 7 16 -42 5 0 24 0 1 0 1
57 M15 I max 210 4 5 18 30 13 1 0 18 0 26 1 0 126
58 min 31 13 1 0 24 30 3 0 2401 0 1
59 J max 198 4 1 0 24 28 11 0 18 0 26 0 26
60 min 24I13-518 2850240 101
61 M16 I max -3 12 6 16 2 25 0240 26 0 26
62 mm -142 18T_0 26 215 0 180 1 0 1
63 J max 4 12 0 26 2 23 1 0 240 26 026
64 mm -128 18 -6 16 -2 170 18 0 1 1 0 1
65 M17 I max 210 4 6 18 2 25 0 24 0 26 0 26
66 min 71 26 1 24 2 15 0 18 0 1 0 1
67 J max 197 4 -2 24 1 2 23 0 24 0 26 0 126
68 min 64 26 6 18 2 17 0 1 18 1 0 1 0 1 1
69 M18 I - max -18 126 105 12 6 25 0 1 13 1 0 2601i
70 mm -164 4 -6 18 -6 15 0 1 1 1 0 1 0 1
71 J max 1-4-J 18 6 26 6 230 13 0 26 0 26
72 min -118 12 105 4 6 17 0 11 0 1 0 1
73 M19 I max210 18 10 22 2 26 0 4 0 26 0 26
74 mm 88 12 6 11 2 16 0 11 0 1 0 1
75 J max 212 18 -6 26 2 24 0 4 0 26 0 26
76 min 88 12 10 1 1 2 18 0 1 11 1 0 1 0 1
77 M20 I max 210 1 18 10 22 2 24 0 13 0 26 0 26
78 _ mm -8812611-218O40i01
79 J max 212 1 18 -6 26 2 26 0 13 0 26 0 26
80 mm ' -88 12 10 1 2 16 0 4 0 1 0 1
81 M21 I max 314 4 -3 24 -2 12 0 3 7 18 7 18
82 min _57 23 17 4 13 18 0 5 3 24 3 24
83 J max 314 4 17 4 13 18 0 3 8 5 8 5
84 min 17 13 3 24 2 12 0 5 3 11 2 11
85 M22 I max -71 26 10 22 2 26 0 11 0 26 0 26
86 mm 370 4 6 11 2 16 0 4 0 1 0 1
87 J max -70 126 1 -6 26 2 1 24 1 0 1 11 1 0 261 0 1 26
88 mm 370 -10 1 2 _1.8 0 4 0 1
89 M23 I max -71
_4
_26 10 22 2124 0 4 0 26
0 ___1
0 _26
RISA-3D Version 17.0.0 [CA ... \...\...\...\... \SPR_SDO3XC183FRP BOX SA_12-10-2018.r3d] - Page 4
Page 21 of 24
Designer Mehran 7:59 PM rls INFRASTRUCTUPE
Company : J5 Infrastructure Partners Dec 10, 2018
A R T N E R s Job Number : SD03XC183 Checked By: Jose
Model Name : FRP Enclosure
Envelope Member End Reactions (Continued)
RIInn,k, RAn,kr 1n.1 Avi,,IrIk1 I C' ,Qhr I 1.' hr I C' I C' *,, Mn I C' ,.., Mn I C'
90i mm 3704: 6 1 11 -2 i 18 0 13 0 1 0 1
91 J max -70 11 26 -6 26 2 26 0 4 0 26 0 26
92 min 370 4 10 1 2 16 0 13 0 1 0 1
93 M24 I max 178 4 5 26 5 23 0 13 0 26 0 26
94 min 49 126 105 4 -5 17 1 0 3 0 1 0 1
95 J max 1 218 1 4 1 105 1 12 5 25 1 0 13 0 26 0 .26
96 mm 73 126 5 1 18 5 1 15 1 0 1 3 1 0 1 1 0 1 1
97 M25 I max 178 4 5 26 5 23 0 L 4 0 26 0 26
98 mm 49 126 -105 4 5 17 0 11 1 0 1 0 1
99 J max 218 4 105 12 5 25 0 1 4 0 26 0 26
100 min [ 73-726 5 18 5 15 0 11 0 1 0 1
101 M26 max -123 23 2 15 1 0 24 0 26 0 26 0 26
102 mm -206 1 4 0 25 0 18 0 _0 1 0 1
103 J max -118 25 0 25 0 26 0 26 0 26 0 26
104 min 198 d 4 -2 15 0 16 0 4 0 1 0 1
1051 M27 I max 1 -12325 2 17 0 26 0 4 0 26 0 126
106 mm 206t4 023 0 16 0 26 0 1 1 0 1 1
107 J max -118 23 0 23 1 0 1 24 0 4 0 26 1 0 26
L108 mm -198 4 -2 17 0 18 0 26 0 1 0 1
EnveloDe AISC 14th(360-10): LRFD Steel Code Checks
iviemoer nape t.oae nec LOCITtI u near nec Loclrtj LIir Lt inri-'n.. inri-'n..pnrivi... tfliJL...
1 Ml L4X4X4 .021 5 18 .001 10 z 3 11856362532 3138 5128 1 H2-1
2 M2 L4X4X4 039 3 4 003 3 y 1_4 137990 6252 31 T8 6131 1 F-11
3 M3 L4X4X4 .039 3 1 4 .003 0 z 4 137990 62532 3138 6131 1 1-12-1
4 M4 L4X4X4 336 i 5 j 4 020 0 y 1 18 179 27792 1394 813 1
M5 L4X4X4 .371 I 5 4
H2-1
.022 2 z 4 1 1799 27792, 466 698 1 1 1-12-1
6 M6 L4X4X4 268 3 5 006 0 y 3 4793 277921 466 992 1 1-12J
7 M7 L4X4X4 .084 3 4 .005 3 y 4 4793 277921 466 992 1 H2-1-
8 M8 LL4x4x4x3 085 0 12 000 0 -y 5 5_845594 3945 1ii L9 M9 LL4x4x4x3 .123 0 4 .000 0 y 5 1 528855584 5594 1244 1H1-1..
10 MIO L4X4X4 012 1 4 001 y 3 9272,2779211394 1 992 1 1-121 LII M11 L4X4X4 .011 1 4 .001 2 v 22 927227792 1394 12,329 1 1-12-1
12 M12 L4X4X4 012 1 4 001 2 z 1 22 9272 27792H394 992 1 H2-1
13 M13 L4X4X4 .015 1 4 .001 2 z 13 9272 1277921 466 992 1 1-12-1
14 M14 L4X4X4 053 2 5 005 4 z 3 7701 2779211394 992 1 H2-1
151 M15 L4X4X4 .063 2 3 .004 0 z 3 7701 2779211394 992 1 1-12-1
16 M16 L4X4X4 .017 2 16 .001 0 .y 16.... 7701 277921 466 992 1 111-12-1
17 M17 L4X4X4 .037 2 4 .001 4 y 18 17701 27792 466 992 111-12-1
18 M18 LL4x4x4x3 066 3 4 006 0 12 _y 54 5594 13236 1 Hub
19 M19 L4X4X4 .076 3 18 .001 5 y 4 15537 127792 466 1 992 1 1-12-1
20 M20 L4X4X4 072 3 1 L 001 5 y 1 4_ Z 27792 466 1 992 1 H2-1
21 M21 L4X4X4 .040 5 1 4 .002 5 z 4 1185636253213138 15481 1 1-12-1
22 M22 L4X4X4 048 3 1 ±. 001 5 v 1 4 15537 277921 466 992 1 H2-1
23 M23 L4X4X4 .048 3 4 .00 y 4 5537 277921 466 992 1 1-12-1
24... M24 L4X4X4 269 3 4 012 0 _y 1 4 4793 27792 1394 1227 1 ii
25 M25 L4X4X4 .269 3 4 .012 0 y 4 4793 27792 1394 1227 1 1-12-1
.2 M26 L3X3X4 018 3 15 001 0 y4 18A6 20736' 461 647 11 1-121
1 27 1 M27 I L3X3X4 1 .018 1 3 17 .001 6 y 1 4 1866 1207361 461 1 647 1 H2-1
RISA-3D Version 17.0.0 [CA ... \ ... \ ... \ ... \ ... \SPR_SDO3XC183_FRP BOX SA_12-10-2018.r3d] Page 5
Page 22 of 24
Results for LC 18, ASCE ASD 8 (d)
Reaction and Moment Units are lb and lb-ft
J5 Infrastructure Partners
Mehran FRP Enclosure Dec 10, 2018 at 7:42 PM
SD03XC 183 SPR_SD03XC183_FRP BOX SA_...
Page 23 of 24
Project: SD03XC183
15 INFRASTRUCTURE Engineer: Mehran
P A R T N I R S Date: December 12, 2018
Simpson SDS Screw Check
- Design checks and values are per ICC Report ESR-2236
- Hankinson formula check is per NDS 2015 12.4.1
Input Loads
Ta: 212 lb )ASD tension)
Va: 40 lb (ASO shear)
Pa: 216 lb (Resultant load)
a: 79 degrees (Resultant angle)
CD: 1.6 (Land duration factor)
Simpson SDS Screw Results
ESR-2236 Table 1, 2, & 5 NDS 12.4.1
Fastener Li T L1-T Z W Z' W' Z a Pa/Z a
Description Model No. in in in lb lb lb lb lb lb
SDS 1/4xl 1/2" SDS25112 1.5 1 0.5 250 172 400 275 327 0,66
SDS 1/4xi 3/4 SDS25134 1.75 1.25 0.5 250 215 400 344 370 0.58
SDS 1/4 x2 SDS25200 2 1.251 0.75 2901 215 4641 344 396 0.54
SDS 1/4x2 1/2" SDS25212 2.5 1.5 1 420 258 672 413 514 0.42
SDS 1/4x3" SDS25300 3 2 1 420 344 672 550 606 0.36
SDS 1/4x3 1/2 5DS25312 3.5 2.25 1.25 420 387 672 619 645 0.33
SDS 1/4x4 1/2" SDS25412 4.5 2.75 1.75 420 473 672 757 711 0,30
SDS 1/4x5 SDS25500 5 2.751 2.25 4201 473 672 757 711 0.30
SDS 1/4'x6" SDS25600 6 3.25 2.75 420 559 672 894 765 0,28
SDS 1/4x8" SD525800 8 3.25 4.75 420 559 672 894 765 0,28
SDS 1/4xl 1/2 SDS25112SS 1.5 1 0.5 250 172 400 275 327 0.66
SDS25200SS 2 1.25 0.75 290 215 464 344 --- 396 0.54
;DS 1/4x2 1/2" SDS25212S5 2.5 1.51 11 4201 258 672 413 514 0,42
nmflfl
SDS 1/4 x3 ffl
SDS25300SS 3 2 1 420 344 672 -5-50! 550
m
606
flr
0.36
SDS 1/4x3 1/2 SDS25312SS 1 3.5 2.251 1.251 4201 387 672 619 6451 0.33
- TYPE 17 POINT
/ OR
/ FOUR CUT TIP WITH
/ 0.242 SERRATED THREADS
0.250
0 0.250 0.240 -I - 310+ 0.185
0.250-I • T -
0,050
Li 0.020
Page 24 of 24
STRUCTURAL ANALYSIS
For:
ROOF TOP ANTENNA SITE
Z 0
Z LL 0—a
Prepared By:
Juan Martinez
Checked By:
Naser Salem, PE., SE.
Report No. 2018-6312
November 6, 2018
PLA77NUM
Engineering Solutions, Inc.
Structural • Tower Engineering • Geotechnical
L- W co N. 0
C4 0 (-) C'-) 0 > CO E LU
C.) °-
Site Name: Olivenhain
1966 Olivenhain Rd.,
Encinitas, CA 92024
PS Location #: SD03XC183
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
10648 N. Hwy 41. Madera CA 93638 • (559) 439-0500 • Fax: (559) 433-6433
Checked By: Naser Salem, PE, SE Page No. 1
Date: 11/6/2018 Rpt No. 2018-6312
Rev. Date Description
AUTHORIZATION/PURPOSE......................................................................................................2
HISTORY .......................................................................................................................................... 2
ASSUMPTIONS .............................................................................................................................2
CONDITIONS INVESTIGATED...................................................................................................3
LOADS AND STRESSES...............................................................................................................3
METHOD OF ANALYSIS..............................................................................................................3
RESULTS.........................................................................................................................................4
CONCLUSIONS AND RECOMMENDATIONS.........................................................................4
PROVISIONS OF ANALYSIS.......................................................................................................5
APPENDIX
STRUCTURE ANALYSIS A
P L1AT I N U lvi Engineering Solutions, Inc.
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
Checked By: Naser Salem, PE, SE Page No. 2
Date: 11/6/2018 Rpt No. 2018-6312
Rev. Date Description
A. AUTHORIZATION/PURPOSE
As authorized by Joe Fitzsimons of J5 Infrastructure Partners, a structural analysis was
performed to investigate the adequacy adding specified equipment to an existing and
proposed roof top pipe mounts located at 1966 Olivenhain Road, Encinitas, CA 92024.
B. HTSTORY
Platinum Engineering had received the site information and proposed loading from J5
Infrastructure Partners in the form of email on September 13, 2018.
A J5 Infrastructure Partners construction drawing Job#SD03XC183, dated 10-29-18,
provided roof top and pipe mount geometiy, member sizes and existing loading.
C. ASSUMPTIONS
Platinum Engineering Solutions Inc. utilized the information that was obtained from the
customer to design and analyze the structure for the proposed loading.
All structural members are in good condition, tower was constructed using industry
standard tower erection procedures, and bolts have appropriate installation torque.
Structure is regularly serviced for telecom facility maintenance such as weatherproofing,
live growth abatement, drainage, ground wire paths, and straight plumb verification.
All welded joints are properly checked for cracks, rust or any signs of failure
P L AT I N U I%1 Engineering Solutions, Inc.
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
Checked By: Naser Salem, PE, SE Page No. 3
Date: 11/6/2018 Rpt No. 2018-6312
Rev. Date Description
D. CONDITIONS INVESTIGATED Structure was analyzed with the following appurtenances:
Status Carrier rTqgrn7Mk,ji Count Elev. AZ
1 REMOVE SPRINT PANEL ANTENNA 3 32.75' N/A
2 EXISTING
TO REMAIN SPRINT RRH UNIT 3 32.75' N/A
3 PROPOSED SPRINT NOKIA
AAHC ANTENNA
3 32.75' N/A
4 PROPOSED SPRINT TPA65R-KE4D
PANEL ANTENNA
3 32.75' N/A
5 PROPOSED SPRINT RRH 800 6 32.75' N/A
6 PROPOSED SPRINT TD-RRH8x20-25 3 32.75' N/A
LOADS AND STRESSES
The analysis was performed using the design wind speed of 110 mph with no ice, exposure B,
structure class II, and Response Spectral Acc. (0.2 sec) Ss of 105.1%g seismic loading in
accordance with the 2016 CBC, ASCE 7-10, and ANSI[IA/EIA Standard 222-G, Structural
Standards for Steel Antenna Towers and Antenna Sunporting Structures. Allowable unit
stresses and minimum safety factors used to evaluate the adequacy of the structure were also in
accordance with this ANSITfIAIEJA-222-G Standard and The American Institute of Steel
Construction Thirteenth Edition Manual.
METHOD OF ANALYSIS
The analysis was performed using RISA Tower analysis program and RISA 3D, a computer
operation that idealizes the tower as a continuous beam-column on non-linear, elastic supports
(guys) subject to simultaneous transverse (wind) and axial (dead, ice and vertical components of
guy tensions) loads. Platinum Engineering Solutions, Inc. used also an Excel Spreadsheet
Program that was designed to analyze such towers by Platinum Engineering, which analyzes the
section flanges, section welds, as well as the tower foundation systems.
P LA! I N U lvi Engineering Solutions, Inc.
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
Checked By: Naser Salem, PE, SE Page No. 4
Date: 11/6/2018 Rpt No. 2018-6312
Rev. Date Description
G. RESULTS
The results of the analysis show no failure by overstresses in the structure members.
Label
I
Member
I
Stress
I
Critical'f'7m,
I
Status
PIPE MOUNT 2" PIPE STD 12.6% - PASSING
2 MECHANICAL
ANCHOR
Kwik Bolt TZ - CS 3/8 (1 1/2) 9.0% - PASSING
3 ANTENNA
BOLTS
3/8"DIAM. 2.1% - PASSING
H. CONCLUSIONS AND RECOMMENDATIONS
Based on the preceding results, the following conclusions may be drawn:
The structure with specified equipment is adequate to retain the basic wind speed of 110
mph with no ice, exposure B, structure class II, and Response Spectral Acc. (0.2 sec) Ss of
105.1%g seismic loading in accordance with the 2016 CBC, ASCE 7-10, ANSIITIAJEIA
Standard 222-G.
2. The structure is at 12.6% stressed; antennas can be added to the structure.
Install RRH units using the same attachment type and area as existing units.
Always consult with the engineer before adding any more antennas.
P LAT I N U lvi Engineering Solutions, Inc.
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
Checked By: Naser Salem, PE, SE Page No. 5
Date: 11/6/2018 Rpt No. 2018-6312
Rev. Date I Description
I. PROVISIONS OF ANALYSIS
The analysis performed and the conclusions contained herein are based on the assumption that
the structure had been properly built per the original drawings and maintained per the current
code. And there are no significant deterioration or damage to any component.
Furthermore, the information and conclusions contained in this Report were determined by
application of the current "state-of-the-art" engineering and analysis procedures and formulae,
and Platinum Engineering Solutions, Inc. assumes no obligations to revise any of the
information or conclusions contained in this Report in the event that such engineering and
analysis procedures and formulae are hereafter modified or revised. In addition, under no
circumstances will Platinum Engineering Solutions, Inc. have any obligation or responsibility
whatsoever for or on account of consequential or incidental damages sustained by any person,
firm or organization as a result of any information or conclusions contained in the Report, and
the maximum liability of Platinum Engineering Solutions, Inc. if any, pursuant to this Report
shall be limited to the total funds actually received by Platinum Engineering Solutions, Inc. for
preparation of this Report.
Customer has requested Platinum Engineering Solutions, Inc. to prepare and submit to
Customer an engineering analysis with respect to the Subject Structure and has further
requested Platinum Engineering Solutions, Inc. to make appropriate recommendations
regarding suggested structural modifications and changes to the Subject Structure. In making
such request of Platinum Engineering Solutions, Inc. Customer has informed Platinum
Engineering Solutions, Inc. that Customer will make a determination as to whether or not to
implement any of the changes or modifications which may be suggested by Platinum
Engineering Solutions, Inc. and that Customer will have any such changes or modifications
made by riggers, erectors and other subcontractors of Customer's choice.
Customer hereby agrees and acknowledges that Platinum Engineering Solutions, Inc. shall have
no liability whatsoever to Customer or to others for any work or services performed by any
persons other than Platinum Engineering Solutions, Inc. in connection with the implementation
of any structural changes or modifications recommended by Platinum Engineering Solutions,
Inc. including but not limited to any services rendered for Customer or for others by riggers,
erectors or other subcontractors. Customer acknowledges and agrees that any riggers, erectors
or subcontractors retained or employed by Customer shall be solely responsible to Customer
and to others for the quality of work performed by them and that Platinum Engineering
Solutions, Inc. shall have no liability or responsibility whatsoever as a result of any negligence
or breach of contract by any such rigger, erector or subcontractor.
P LPT I N U M Engineering Solutions, Inc.
Serving California, Nevada, Arizona, Washington, Oregon, Florida, Texas, and New Mexico
ond'do'. -.
:..'
.
- \ r. . .
kV
i'-.:__
11/6/2018 Design Maps Summary Report
IJSGS Design Maps Summary Report
User-Specified Input
Report Title SD03XC 183
Tue November 6, 2018 23:04:09 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 33.06758°N, 117.24629°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category 1/11/111
I
J, mar cos
,
ri 'k jT
.
76
•
•
..
',
.
Lnc inita
* '*4 . •-- •.
. c;0 arii Bedc
USGS-Provided Output
= 1.051 g SMS— 1.134g = 0.756 g
= 0.406 9 SM1 = 0.647 9 SDI = 0.431 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
0.9*
024
2.72
0,12
03t,
0.2*4
0.12
0,)3 0.0 0,11) 0) O) IL.) 1.33 1 A IL.) 1,93 2124
Pvod, T(scl
0242
0.72
0.56
OAS
13 040
032
0.24
0.16
0124
0124
CLI) 0.24 OAO 020 02*2) ILl) 1.30 11*)
Petlod, T sv
120 I 24) 21))
For PGAM, TL, CRS, and CR1 values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.
1/1
Seismic Design Forces
Per CBC 2016, ASCE 7-10, EIA/TIA 222-G
Equivalent Lateral Force Procedure - Nonbuilding Structures
Site Class D SDC D
Ss 1.051 g Fa 1.000
Si 0.406 g Fv 1.500
Sms 1.134 Sds 0.756
Smi 0.647 Sd1 0.431
TL 6.000s Ct 0.020
TO 0.114s hn 1.000 ft
Ts 0.571 5 x 0.750
Ta 0.020s Cu 1.4
Tmax 0.028s
Tfund N/A s Use T 0.020 s
R 1.25 Other
1
Cs 0.605
Cs-min-1 0.010
Cs-min-2 0.162 If S1>0.6
Cs.-max-1 17.253 If T.<TL,
Cs-max-2 5176.000 If T>TL Use Cs 0.605 W
Appurtenances - Mechanical and Electrical Components
z 1 f ap 1
1p 1 Rp 2.5
Cs-a 0.363
Cs-min 0.227
Cs-max 1.210 Use Cs 0.363 W
Forces Conforming to CBC 2016, TIA/EIA-222-G, and ASCE 7-10, max height 100 ft, exp. B
Kd= 1.00 K1= N/A 1= 1 wind
Kz= 1.00 K2= N / A V= 110 mph
Kzt= 1.00 K3= N / A qz= 30.98 psf
0.85 C5= 0.363
Forces for: PANEL ANTENNA AAHC
Vert. 25.60 2.13 [ft] C 180.58
Horiz. 19.70 1.64 [ft] For Aspect <7 0.60
Depth 9.64 0.80 [ft] For Aspect >25 0.60
Aspect Ratio 1.30
Aa [ft' 2] Ca CaAa Fweight= 104 lb DL
Cylindrical Area 3.50 0.60 2.10 ftA2 Fseis= 38 lb EL
Flat Area 3.50 1.40 4.90 ft"2 Fwind= 129 lb WL
Area side 1.71 1.40 2.40 ftA3 Fsidewind= 63 lb WL
Forces for: PIPE MOUNT
Vert. 72.00 6.00 [ft] C 21.77
Horiz. 2.38 0.20 [ft] For Aspect <7 0.80
Aspect Ratio 30.32 For Aspect >25 1.20
Aa [ftA2] Ca CaAa Fweight= 45.48 lb DL
Cylindrical Area 1.19 1.20 1.43 ft"2 Fseis= 3 lb/FT EL
Flat Area 1.19 2.00 2.38 ft"2 Fwind= 6 lb/FT WL
Forces for: RRH UNIT
Vert. 16.60 1.38. [ft] C . 133.83
Horiz. 14.60 1.22 [ft] For Aspect <7 0.60
Depth 10.00 0.83 [ft] For Aspect >25 0.60
Aspect Ratio 1.14
Aa [ft" 2] Ca CaAa . Fweight= 69.1 lb DL
Cylindrical Area 1.68 0.60 1.01 ft"2 Fseis= 25 lb EL
Flat Area 1.68 1.40 2.36 ft"2 Fwind= 62 lb WL
Area side 1.15 1.40 1.61 ft'3 Fsidewind= 42 lb WL
Forces for: PANEL ANTENNA TPA65R-KE4D
Vert. 48.00 4.00 [ft] C 192.50
Horiz. 21.00 1.75 [ft] For Aspect <7 0.60
Depth 7.80 0.65 [ft] For Aspect >25 0.60
Aspect Ratio 2.29
Aa [ftA2] Ca CaAa Fweight= 55.1 lb DL
Cylindrical Area 7.00 0.60 4.20 ft'2 Fseis= 20 lb EL
Flat Area 7.00 1.40 9.80 ft"2 Fwind= 258 lb WL
Area side 2.60 1.40 3.64 ft"3 Fsidewind= 96 lb WL
Platinum Engineering
JM PIPE MOUNT Nov 6, 2018 at 3:56 PM
2018-6312 6312.r3d
N6
9A
N4
Platinum Engineering
JM PIPE MOUNT Nov 6, 2018 at 3:56 PM
2018-6312 6312.r3d
-10411
Loads: BLC 1 DL
Platinum Engineering
JM PIPE MOUNT Nov 6, 2018 at 3:57 PM
2018-6312 6312.r3d
Company : Platinum Engineering Nov 6, 2018 Designer : JM 3:56 PM
Job Number : 2018-6312 PIPE MOUNT Checked By:
Global
Display Sections for Member Calcs 15
Max Internal Sections for Member Calcs 197
Include Shear Deformation Yes
Include Warping Yes
Area Load Mesh (ç) 144 - Merge Tolerance (in) 112
P-Delta Analysis Tolerance 0.50%
Vertical Axis [V
Hot Rolled Steel Code I AISC : ASD 13th
Cold Formed Steel Code AlSl 01: ASD
Wood Code I NDS 2005: ASD
Wood Temperature 1<10OF
Concrete Code I ACI 2005
Masonry Code I MSJC 05/lBC 06 ASD
Number of Shear Regions 4
Region Spacing Increment (in) 4
Biaxial Column Method PCA Load Contour
Parme Beta Factor (PCA) .65
Concrete Stress Block Rectangular
Use Cracked Sections Yes
Bad Framing Warnings No
Unused Force Warnings Yes
Footing Overturning Safety Factor _T1.5
Check Concrete Bearing INo
Self Wt, Overburden in DL for Design IYes
Footing Concrete Weight 1.145 k/ftA3
Footing Concrete fc 13 ksi
Footing Concrete Ec 4000 ksi
Footing Steel fy 160 ksi
Minimum Steel I0.0018
Maximum Steel. 10.0075
Footing Top Bar - I#3
Footing Top Bar Cover 13.5 in
Footing Bottom Bar I#3
Footing Bottom Bar Cover 13.5 in
Pedestal Bar - #3
Pedestal Bar Cover 11.5 in
Pedestal Ties 1#3
Basic Load Cases
I (' fl,,'ri V (, V (, 7 (.. I,in+ D,n+ A..-..-. IRA-- C...4--- 1 ii DL DL I I-i 1 1 1 I
2ILL LL II 31_WL _I_l 41_EL_EL I _WL _1 I_5
1 I_5
_I
_I
Load Combinations
flc.-rinfi,-n IJfl QDQQ Q1 (' DI C' ,,. DI DI (C.,,. DI (C.,,, Dl ('C...,, DI ('C.... DI ('C......
RISA-3D Version 8.1.0 [\.\\\2018-6312, AMA, SD03XC183, San Diego, J51P\ANALYSIS\6312.r3d] Page 1
Company : Platinum Engineering Nov 6, 2018
Designer : JM 3:56 PM
Job Number : 2018-6312 PIPE MOUNT Checked By:
Load Combinations (Continued)
Descriotion Solve PDe... SRSS BLC Factor BLC Fac--BLCFac--BLCFar--RL0Fir RI (Fr. RI (F-
Joint Coordinates and Temperatures
Member Point Loads (BLC 1: DL)
Member Label Direction MagnitudellbIb-ini Location[in,%1
1 1 M4 I V -104 %50
Member Point Loads (BLC 3: WL)
Member Label Direction Magnitude[Ib,lb-in} Location[in,%] I 1 I M4 I Z 258 %50
Member Point Loads (BLC 4: EL)
Member Label Direction Magnitude[Ib.lb-inl Locationhin,%1 Li M4 I Z 1 38 %5
Member Distributed Loads (BLC 3: WL)
Member Label Direction Start Maonitudellb/ft.deol End MaonitudFlb/ftdo1 Start I ntinnFin 0/,,] Fnd I ritin
1 1 M4 Z 1 6 1 6 1 0 0
21_M6 6 6 1 0
3i M7 Z 6 6 I 0 0
_4_1 M6A Z 6 6 II 0 0
_1 M7A 1 Z 6 6 0 0
- Member Distributed Loads (BLC 4:EL)
Member Label Direction Start Maanitudellb/ft.deol End Mao nitudellblftdeal Start Loctinnhin0/n1 Fnrl I ni-tin
1 I M4 Z 1_3 3 1 0 0
M6 Z 3 3 1 0 0
3!M7 Z 3 3 1 0 0
M6A ~zl 3 3 ]_0 0
5 1 M7A I Z 1 3 1 3 1 0 0
Hot Rolled Steel Design Parameters
Label 5haoe Length... Lbw[inl Lbzzlinl Lcomo to ... Lcomo b... Kvv Kzz Cm-vvCm-z7 Ch v wvi swv Ftintinn
1 M4 PIPE MA... 72 . . . .., -
2 M6 BRACKET 6 - - 'Lateral
3 M7 IBRACKET 6 - . . . Lateral
4 M6A BRACKET 6 - : Lateral
RISA-3D Version 8.1.0 [\...\...\...\2018-6312, AMA, SD03XC183, San Diego, J51P\ANALYSIS\6312.r3d] Page 2
Company : Platinum Engineering Nov 6, 2018
Designer : JM 3:56 PM
Job Number : 2018-6312 PIPE MOUNT Checked By:
Hot Rolled Steel Design Parameters (Continued)
Label Shape Length... Lbyylinl Lbzz[in] Lcomp to... Lcomp b... Kyy Kzz Cm-yy Cm-zz Cb y swayz sway Function
5 1 M7A BRACKETI 6 1 1 1 I 1 1 1 1 I I 1 1 Lateral
Hot Rolled Steel Section Sets
PIPE MAST
Member Primary Data
Label I Joint J Joint K Joint Rotate(deo) Section/Shane Tvne Desion List Material flesion Rules
1 M4 N4 N6 - PIPE MAST Column Pe A36Gr.36 Typical
2 I M6 N9 I N7 I BRACKET IColumn Single Angle A36 Gr 36 Typical
3 M7 N7 i N8 BRACKET Column Single Angle A36Gr.36 Typical
4 M6A N10 N8A BRACKET Column Single Angle A36Gr36 Typical
5 M7A N8A I N9A I BRACKET IColumn Single Angle A36 Gr.36 Typical
- Hot Rolled Steel Properties
Label E lksi] G lksil Nu Therm (\1 E5 A Densitvlk/ftA31 Yieldlksil
1 1 A36Gr.36 29000 1 11154 1 .3 1 .65 .49 1 36
2-1-A572 G-r.50 29000 I 11154 3 I 65 49 I 50
3 A992 29000 11154 I .3 .65 .49 50
4-1 A5006r42 29000 I 11154 I 3 I 65 49 I 42
5 1 A500Gr.46 29000 i 11154 1 .3 .65 .49 46
Envelope Member Section Forces
Me... Sec Axialilbi LC v Shearilbi LC z Shearilbi . Torau.. v-v Momentil ... ... -z MomentF. [C
1 M4 i 0 1 1 0 .00320101
0 1 0 .j_ 0 i_Q_Ii 0 1 0 1
57.105 2 0 1 0 1 0 1 0 1 0 1
4 51.394 5 0 1 82 802 Ti 480 572 0 1
5 3 . -46.799 4 0 1 77.398 '4 o 1 0 1 0 1
-52 1 0 0 Ii_Q.1 -1922.4 0
-
7 1 14 ... -51.393 4 0 1 1 82.798 '41 0 11 0 11 0 1 1
8 -57104 1 0 1 0 11 01 480631 0 1 1
9 5 ... 0 1 0 1 .003 Q 1 0 1 0 1 1
JQ 1 0 1 0-1 _L 0 Ii 0 11 0 1
11 1 M6 1 ... 0 1 1 32.001 1 1 0 It 0 11 0 1 0 1 1
0 1111 288 -45.899 '40,1 0 1 0 1 1
13 1 _2: 0 1_ 31.777 1._L 0 11 0 11 33.823 1 -33.823 1 1
14 - 0 _1_ 28.599 _4_ 45449 41 0 Ii 18004 82267 2
0 1 31.552 1 1 0 Ii 0 11 6.409 1 -67.408 1
16 - .-1 0 1 28.397 4 -44.999'4 0 Ii -35.745 -163.82 2
17 1 14 . 0 1_1 31.328 1 1 0 1 0 11 100.756 1 -100.756
18 - 0 _1_ 28195 4 44549 '4 0 Ii 53223 244657 2 j
. 1 5 0 _1_1 31.104 .J... 0 1 0 Ii 133.866 1 -133.866 1 19_1
0 j_ 27.993 ._4_ 44099 '4 0 Ii 70437 324779 2
21 M7 11 . 0 1_ -27.993 4 44.099 4 0 Ill 133.866 1 -133.866 1 1
22 0 1 -31.104 .L 0 Ji 0 Ii -70.437 324.779 2
23 i 12 . 0 _1_ -28.195 4 44.549 ' 0 11 100.756 1 -100.756 1
24 0 1_ 31328 L 0 1 0 Ii 53223 244657 2
25 1 13 . 0 1 -28.397 1 4 44.9994 0 1 67.409 1 -67.408 1
26 0 1_ -31.552 1 0 1 0 ii 35745 16382 2 27 4 ... 0 1 -28.599 4 45.449 4 0 1 33.823 1 -33.823 1
- RISA-3D Version 8.1.0 \\\2018-6312, AMA, SD03XC183, San Diego, J51P\ANALYSIS\6312.r3d] Page 3 -
Company : Platinum Engineering Nov 6, 2018
Designer : JM 3:56 PM Job Number : 2018-6312 PIPE MOUNT Checked By:
Envelope Member Section Forces (Continued)
Ac qar AviIrlh1 I r wQh,fIk1 I f' Qhs,rIk1 T....-.,
28 . 0 1-3i.777 1 0 1 0 Ii -18.004 -82.267 2
29 5 .. 0 1 1 -28.8 4 1 45.899 41 0 11 0 1 0 1
Q [i 0 1 32001 1 0 11 0 ill 0 1 0 1
3iM6A1 ... 0 1 1 32.001 1 2 0 It0 1 0 1 0 1
32j . 0 1 1 28.801 5 -45.901 0 Ill 0 1 0
33 12 0 1 1 31.777 1 2 0 It 0 I'll 33.823 1 -33.823
0 1 28.599 _ 45450 1 18005 8227 2
0 1 31.553 2 0 0 1 67.409 1 -67.408 1
36 - - 0 _1_ 28.397 45000
5 -44.551_Q_jl
1 -35747 163825 2
374. 0 31.329 2 0 01 100.756 1 -100.756 1
38 - - 0 - - 28.196 53 225 -244.665 12
39 15 0 1 31.105 2 0 Ii 0 1 1 133.866 1 -133.866 1
_40 0 1 1 21.994 1 5 44101 oji 70441 32479 2
AL M7Ai 1 . 0 1 1 -27.994 5 44.101 0 ill 133.866 1 -133.866 1 1
42 - 0 1 31105 2_ 0 1 0_]1 -70.441 4 -324J9 2
_43 2 0 1 -28.196 5 44.551 2 0 Ill 100.756 1 -100.756 1
44 1 0 _1_ 31329 2_ 0 1 0111 53225 244665 2
45 3 0 1 1 -28.397 5 45.001 2 01 67.409 1 -67.408 1
- 0 1 -31.553 2 0 1 0111 35747 163825 2
47 14 0 -28.599 5 45.451 20 11 33.823 1 -33.823 1
48 J_ 0 1 31777 2 0 Ii 0 18005 8227 2
49 1 5 .. 0 1 -28.801 5 45.901 0 Il 0 1 0 1 Q1 0 1 32001 I 2 0 1 o]i 0 1 0 1
Envelope Joint Reactions
- Ir,ir,t V rw I f' V rw I f' 7 riki I ' P.AV r7 in t' lay Ilk I r' 1A7 ru. ._1
1 N8 max o 232.001H0H 01010 1
mm n 0 1 288 4_ 45899E4 ó ui 1 O 1
3 N9 max 0 2 32.001 1 1 0 1 1 0 1 1 0 1 0 1
4 min 0 Ii 288 1 4 45899 4 0 _1 1 _Q _1_ 0 1
5 1 N9A max 0 1 32.001 2 1 0 1 1 0 1 0 1 0 1
6 min 0 2 28.801 5 45901 2 0 _1 - _Q 1 0 1
7 N10 max 0 1 32.001 2 0 1 1 0 1 0 1 1 0 1
8 mm 0 2 28801 5 45901 2 0 j_ 0 1 0 1
9 Totals: max 0 1 128.0031 1 1 0 11
10 mmn 0 1 2 115203 4 183614
Envelope AISC 13th ASD Steel Code Checks
FIIm r'k,.I, I I r' f' I I t' D....,b..... IIl..1 nh.... FIL..1lA... IA... r...
1 1 M4 PIPE 20 126 36 2 013 12 2 139493671556886153 153 1H1
2 M6 Li 5X1 5X3 000 I 0 I 1 013 0 Iz 4 11112433111360479 C
3 M7 L1.5X1.5X3 .000 I 0 1 .013 6 Iz 4 11112.433111360.479-C...
_4_ M6A Li 5Xi 5X3 000 I 0 I 1 013 0 Iz 2 11112 433111360479 C
5 M7A L1.5X1.5X3 .000 1 0 I 1 1 11112.433111360.479-C...
RISA-3D Version 8.1.0 \\...\\2018-6312, AMA, SD03XC183, San Diego, J5IP\ANALYSIS\6312.r3d] Page 4
BOLTS
Analysis Per AISC 13TH ED. , Chapter J, Design of Connections, LRFD
PROJECT DESCRIPTION: Check bolted connection. Check forces on (2), 3/8" diam.bolt
Bolt Information:
Bolt Grade= A307
Bolt Diameter = 0.375 in.
Bolt Area = 0.110 in
Nominal Tensile Stress, Fnt = 45 ksi
Nominal Shear Stress, Fn, = 24 ksi
Max Bolt Forces:
Max Load Combination, 1.2D+1.OW
Max forces for one bolt
Tension = 0.077 kips LRFD
Shear = 0.038 kips
Check Combined Tension and Shear in Bearing Type Connections:
o - ''n - ' nt* 'A 'b
F'nt = nominal tensile stress modified to include effects of shearing stress, ksi
F'nt = 1.3 Fnt - (Fnt/Fnv)*fv < F,
= the required shear stress, ksi
= 0.3 ksi
ft 0.7
F'nt = 57.6 <Fnt
Flnt = 45 ksi
NOTE:
If required stress in tension or shear is less the 20% of the corresponding available stress,
then the combined effects need not be investigated
Check, 0.2*Fnv <
3.6 ksi > 0.348 ksi, so combined effects neglected
0.75
4Fnt = 33.8 ksi > 0.694 ksi
Bolts OK 2.1%
I . I I !M
Profis Anchor 2.7.7
Page: 1
Project: 6312
Sub-Project I Pos. No.:
Date: 11/6/2018
Kwik BoItTZ - CS 3/8(1 1/2)
het = 1.500 in., hnsm = 1.813 in.
Carbon Steel
ESR-1 917 SAFET
5/1/2017 1 5/1/2019
Design method ACI 318/AC193
- (Recommended plate thickness: not calculated)
no profile
cracked concrete, 2500, f0'= 2,500 psi; h = 4.000 in.
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
no
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Specifier's comments:
linput data
Anchor type and diameter:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Profile:
Base material:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Geometry [in.] & Loading [lb, in.Ib]
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Scbaan Hilti is a registered Trademark of Hilti AG, Sthaari
www.hiltius
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Profis Anchor 2.7.7
Page: 2
Project: 6312
Sub-Project I Pos. No.:
Date: 11/6/2018
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force
1 77 38 0 -38
max. concrete compressive strain: - [%e]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000I0.000): 0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 0 [lb]
3 Tension load
Load Nua [lb] Capacity N0 (lb] Utilization pN = Nj$ N5 Status
Steel Strength* 77 4,875 2 OK
Pullout Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 77 859 9 OK
* anchor having the highest loading "anchor group (anchors in tension)
3.1 Steel Strength
N. = ESR value
4) N5 2' N00
Variables
se,N [in .2
0.05
Calculations
Nsa [lb]
6,500
refer to ICC-ES ESR-1917
ACI 318-08 Eq. (0-1)
futa [psi]
125,000
Results
Nsa [lb] 4) steel 4) N5 [lb] Nua [lb]
6,500 0.750 4,875 77
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
Profis Anchor 2.7.7
Page: 3
Project: 6312
Sub-Project I Pos. No.:
Date: 11/6/2018
3.2 Concrete Breakout Strength
NCb = ( ANC ) V ed,N "V 0 V cp,N Nb ANDO ACI 318-08 Eq. (D-4)
d,t NCb~ Nua ACI 318-08 Eq. (D-1)
ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
AN = 9 h 2
ef ACI 318-08 Eq. (0-6)
133he)
Nlec,N = (1 51.0 ACI 318-08 Eq. (0-9)
'
41 ed,N = 0.7 + 0.3 (:) s 1.0 ACI 318-08 Eq. (0-11)
Vcp.N = MAX(EM22,i!)5 1.0 ACI 318-08 Eq. (D-13)
No = kc ? -Zc h 5 ACI 318-08 Eq. (D-7)
Variables
het [in.] eC1N [in.] ef,J [in.] Camin [in.] V c,N
1.500 0.000 0.000 12.000 1.000
Cac [in.] kc X 11c [PS]
6.000 17 1 2,500
Calculations
AN. [in .2] AN [in .2] V ecl,N V ec2.N V ed.N V cp,N Nb [lb]
20.25 20.25 1.000 1.000 1.000 1.000 1,562
Results
Ncb [lb] 4) concrete 4) Ncr, [lb] Nua [lb]
1,562 0.550 859 77
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( C ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Sthaan
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
4 Shear load
Load Vua [lb]
Steel Strength* 38
Steel failure (with lever arm)* N/A
Pryout Strength** 38
Concrete edge failure in direction y** 38
* anchor having the highest loading **anchor group (relevant anchors)
Profis Anchor 2.7.7
Page: 4
Project: 6312
Sub-Project I Pos. No.:
Date: 11/6/2018
Capacity $ V [lb] Utilization N = Vua/0 V0
1,417 3
N/A N/A
1,093 4
2,910 2
Status
OK
N/A
OK
OK
4.1 Steel Strength
Vsa = ESR value refer to ICC-ES ESR-1 917
0 Vsteei 2! Vua ACI 318-08 Eq. (D-2)
Variables
Ase v [in .21 ful. [psi]
0.05 125,000
Calculations
Vsa [lb]
2,180
Results
Vsa [lb] Steel 4t V. [lb] Vua [lb]
2,180 0.650 1,417 38
4.2 Pryout Strength
Vcp -
CPE(ANCO-
'41 ed.N '4 c,N V cp,N Nb] ACI 318-08 Eq. (D-30)
tj VcpaVua ACI 318-08 Eq. (D-2)
ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b)
AN = 9 h ACI 318-08 Eq. (D-6)
2 eN)5 1.0 '41ecN
(1
= +
1
ACI 318-08 Eq. (D-9)
V ed,N = 0.7 + 03 (ti-oti1) :5 1.0 1.5he1 ACI 318-08 Eq. (D-1 1)
/Camin V cp,N =
l.Sher
- :51.0
Cac a--) ACI 318-08 Eq. (D-13)
Nb = h ° ACI 318-08 Eq. (D-7)
Variables
kcp her [in.] ecl.N [In] eC2.N [in.] Camin [In.]
1 1.500 0.000 0.000 12.000
NJ c,N c c [in.] k5 k f [psi]
1.000 6.000 17 1 2,500
Calculations
AN. [in. 2] ANco [in.2] w ecl,N '41 ec2,N V ed,N V cp,N Nb [lb]
20.25 20.25 1.000 1.000 1.000 1.000 1,562
Results
V0 [lb] tt concrete 4t Vcp [lb] Vua [lb]
1,562 0.700 1,093 38
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROMS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti isa registered Trademark of Hilti AG, Sthaan
www.hilti.us
Company: Page:
Specifier: Project:
Address: Sub-Project I Pos. No.:
Phone I Fax: I Date:
E-Mail:
Profis Anchor 2.7.7
5
6312
11/6/2018
4.3 Concrete edge failure in direction y-
VCb = (Avoo
Avc
) 41 ed,V '11 c,V 41 h,V W parailei,v Vb ACI 318-08 Eq. (D-21)
It Vth ~tVua ACI 318-08 Eq. (D-2)
Av5 see ACI 318-08, Part D6.2.1, Fig. RD.6.2.1(b)
Av0 = 4.5 C~l ACI 318-08 Eq. (D-23)
'41 ec.v (1 + 2e,' 5 1.0 ACI 318-08 Eq. (D-26)
' 3c 1 I
'4 ed,V = 0.7 + 0.3(i-) ACI 31808 Eq. (D-28)
41 h,V = 'a? 1.0 ACI 318-08 Eq. (D-29)
Vb = (7 (L)°2 d.
) . 'f. c ACI 318-08 Eq. (D-24)
Variables
c [in.] c52 [in] ecv [in.] '4' c,V ha [in.
12.000 12.000 0.000 1.000 4.000
le [in.] X da 1111.1 c [psi] 'il paraiiei,v
1.500 1.000 . 0.375 2,500 1.000
Calculations
Av [in .21 Av. [in .2] 14 ec,V 41 ed,V 41 h,V Vb [lb]
120.00 648.00 1.000 0.900 2.121 11.756
Results
VCb [lb) itt concrete ii Vb [lb] Vua [lb]
4,156 0.700 2,910 38
5 Combined tension and shear loads
13N I3V Utilization I3N.V [%] Status
0.090 0.035 5/3 3 OK
]3NV = A + 6 < 1
6 Warnings
The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029, etc.)
This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is
assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum
required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the
rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the
existing conditions and for plausibility!
Condition A applies when supplementary reinforcement is used. The 42 factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength. Refer to your local standard.
Refer to the manufacturer's product literature for cleaning and installation instructions.
Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( C) 2003-2009 Hilt, AG, FL-9494 Schaan Hilti is a registered Trademark of Hilt, AG, Schaan
www.hilti.us
Company:
Specifier:
Address:
Phone I Fax:
E-Mail:
7 Installation data
Anchor plate, steel: -
Profile: -
Hole diameter in the fixture: -
Plate thickness (input): -
Recommended plate thickness: -
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled
Profis Anchor 2.7.7
Page: 6
Project: 6312
Sub-Project I Pos. No.:
Date: 11/6/2018
Anchor type and diameter: Kwik Bolt TZ - CS 3/8(11/2)
Installation torque: 300.000 in.lb
Hole diameter in the base material: 0.375 in.
Hole depth in the base material: 2.000 in.
Minimum thickness of the base material: 3.250 in.
hole according to instructions for use is required.
7.1 Recommended accessories
Drilling Cleaning Setting
Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool (Hilti
Properly sized drill bit Safeset System)
Torque wrench
Hammer
Coordinates Anchor in.
Anchor x y c 5 c,5 c c,
1 0.000 0.000 - 12.000 12.000 -
8 Remarks; Your Cooperation Duties
Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas
and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be
strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be
put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly
with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or
suitability for a specific application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for
the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do
not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or
damaged data or programs, arising from a culpable breach of duty by you.
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor (C) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaso
Hazardous Materials Questionnaire
County of San Diego, Department of Environmental Health
P0 Box 129261, San Diego, CA 92112-9261
(858) 505-6700 (800) 253-9933 www.sdcdeh.org
Record ID #: Not in System
Plan Check #: DEH2018-HHMBP-006909
Business Name Business Contact Telephone # Plan File #
Sprint PCS Chris Vuong 8582054150
Project Address City State Zip Code APN if
1966 Olivenhain Rd CA 92024 255-040-59-00
Applicant Applicant E-Mail Applicant Telephone #
Chris Vuong cvuong@j5ip.com 8582054150
The following questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTMENT - HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIFICATION: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are selected, Applicant must
contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating:
Explosive or Blasting Agents 0 Organic Peroxides
Compressed Gases 0 Oxidizers
Flammable/Combustible Liquids 0 P'yrophoncs
O Flammable Solids 0 Unstable Reactives
Facility's Square Footage (including proposed project):
Water Reactives 0 Corrosives
Cryogenics 0 Other Health Hazards
Highly Toxic or Toxic Materials 0 None of These
Radioactives
PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH - HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the questions is
yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave., Suite 110, San Diego, CA 92123, or by phone at (858)
505-6700 prior to issuance of a building permit. FEES ARE REQUIRED.
Project Completion Date:
YES NO
1 19 0 Is your business listed on the reverse side of this form? (check all that apply).
2. 0 19 Will your business dispose of Hazardous Substances or Medical Waste in any amount?
Will your business store or handle Hazardous Substances in quantities equal to or greater than
55 gallons, 500 pounds, or 200 cubic feet?
0 0 Will your business handle carcinogens or reproductive toxins in any quantity?
0 M Will your business use an existing, or install an underground storage tank?
0 Will your business store or handle Regulated Substances (CalARP)?
0 19 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
8 Will your business store petroleum in tanks or containers at your facility with a total storage capacity
equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act).
CaIARP Exempt
CalARP Required
CalARP Complete
Review Date:
PART III: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD: If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No', the applicant
must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to
the issuance of a building or demolition permit If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at
least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at
10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information.
YES NO
0 19 Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) 0 IN Has a survey been performed to determine the presence of asbestos containing materials?
0 M Will the project involve handling or disturbance of any asbestos containing materials?
0 19 Will the project involve the removal of any load supporting structural member?
Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD
factsheet at http://www.sdapcd.org/info/facts/pemiits.pdf
6 0 0(ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)?
Search the California School Directory at http://www.cde.ca.gov/re/sdl for public and private schools or contact the appropriate school district
Briefly describe business activities: Briefly describe proposed project:
Unmanned cell site Removal I replacement of antennas and supporting equipment. Batten) backup
cabinet contains 34.7 gallons of electrolytes. No backup generator.
I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct ; Fees Acknowledged: 19
Chris Vuong 11/13/2018
Name of Owner or Authorized Agent Date
FOR OFFICIAL USE ONLY
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION:
BY: DATE:
EXEMPT OR NO FURTHER INFORMATION
REQUIRED
RELEASED FOR BUILDING PERMIT BUT NOT FOR
OCCUPANCY
RELEASED FOR OCCUPANCY
COUNTY-HMD APCD COUNTY-HMD APCD COUNTY-HMD APCD
( REV)EWEO $Y - -
J. Swanson
11/14/2018
i'fMt
A stamp in this box gjffi exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply.
DEH_HMD_ Plan _Checic.Questjonnase v12 (1012015) Printed on: 11/1412018 @9:14 AM