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Home My WebLink About2512 TAMARACK AVE; CS; CBC2019-0452; PermitBuilding Permit Finaled Commercial Permit Print Date: 10/07/2021 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2512 TAMARACK AVE, # CS, CARLSBAD, CA 92010 BLDG-Commercial 1671013500 $185,000.00 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Project Title: AT&T CALAVERA PARK Tenant Improvement DEV2019-0085 (city of Carlsbad Permit No: CBC2019-0452 Status: Applied: Issued: Finaled Close Out: Inspector: Final Inspection: Closed • Finaled 09/19/2019 08/14/2020 TKers 10/07/2021 Description: AT&T (CALAVERA HILLS PARK): 232 SF RETAINING WALL// 6 ANTENNAS/ REPLACE FIELD LIGHTS/ NEW 200 AMP PANEL// INSTALL METER PEDESTAL Applicant: DEPRATIIINC TIM HENION 2707 TIBURON AVE CARLSBAD, CA 92010-7908 (503) 519-8591 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) BUILDING PLAN REVIEW-MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL FIRES Occupancies< 50,000sq. ft. New SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL SWPPP INSPECTION FEE TIER 1 · Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 · MEDIUM Total Fees: $2,793.97 Total Payments To Date: $2,501.97 Balance Due: AMOUNT $927.75 $649.42 $194.00 $98.00 $89.00 $475.00 $8.00 $51.80 $246.00 $55.00 $292.00 Please take NOTICE that approval of your project includes the 11lmposition11 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( c:ity of Carlsbad Job Addre,Qf}\J Tamarack Ave COMMERCIAL BUILDING PERMIT APPLICATION B-2 Suite: CS Plan check Cf fk~tO'f~2 Est. Value QC) PC Deposit ______ ,_. __ _ Date --"qi+/ ..... · 1 ..... 9·➔/ ..... l_q.__ APN: 167-101-:i-oo Tenant Name: .:..A:..:T.=&c.:.T..:.:M.:o:.:b.:::ili::.,.ty __________ CT/Project #: CUP 2019-0007 Lot#:. ___ _ Occupancy: S-2 Construction Type: V-8 Fire Sprinklers: yes. Air Conditioning: yes l• BRIEF DESCRIPTION OF WORK: New Wireless Comm Facility, replace existing field light with new field light to support antennas and radios, 232 sqare foot equipment area Inside retaining wall, new 200A electrical service D Addition/New: __________ .New SF and Use, __________ .New SF and Use, ___ Deck SF, Patio Cover SF (not Including flatwork) D Tenant Improvement: _____ SF, _____ SF, Existing Use ______ Proposed Use ______ _ Existing Use Proposed Use ______ _ 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ D Solar: ___ KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumblng/Mechanlcal/Electrlcal Only: _______________________ _ ra Other: N <oA/ ( t:·-tt'\-\.-. \ ""''1 VJ) ..... ,\ APPLICANT (PRIMARY) Name: Tim Henion Address: 2707 Tiburon Ave City: Carlsbad State: CA Zip: 92010 Phone: 503-519-8591 Email: thenion@depra1tlinc.com DESIGN PROFESSIONAL Name: DK DO/ DCI Pacific Address: 26 Executive Park, Suite 170 City: Irvine State: CA Zip: 92614 Phone: 503-519-8591 Email: thenion@deprattllnc.com Architect State License: .:Cc..-.:..18:..:0;..;1..:5 _______ _ PROPERTY OWNER Name: City of Carlsbad Address: 1200 Carlsbad Village Dr City: Carlsbad State: CA Zip: 92008 Phone: 760-434-2836 Email: curtis.jackson@carlsbadca.gov CONTRACTOR BUSINESS Name: _;T...;;B:..:D;..__Tcc.r.:ic.;;.om=N.:..e:..:tw:..:o.:..r.:..ks;;.;;;.;ln.:c _________ _ Address: 24335 Prielipp RD STE# 109 City: \Mldomar State: CA Zip: ....c.92;;;.;5:..:9.;;.5 ___ _ Phone: 951.698.4900 Email: Jtapia@Tricomnetworks.com State License: 924735 Bus. License: ()LOS CX>z10q (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 {$500}). 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of2 Email: Building@carlsbadca.gov Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury !ll!!t. of the following declarations: □ I have and wlll 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 this permit is issued. CJ I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation Insurance carrier and policy number are: Insurance Company Name: Travelers Property Casualty Company of America Polley No. UB-5K047980-20-26-G Expiration Date: _2,aic.c1ui2c,0,a2_,_1 ____ _ □ Certificate of Exemption; I certify that in the performance of the work for whlch 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: ----Y"""'c,'"'"''4 .. &""-T~~,;,LHA.,..,·«✓-------□AGENT DATE: 6/16/2020 ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the fol/owing reason: □ 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 pro erty who builds or improves thereon, and who does such work himself or through his own employees, provided that such Improvements are not Intended or offe for sale. If, however, the building or Improvement Is sold within one year of completion, the owner•buf1der wlll have the burden of proving that he did not bull r Improve for the purpose of sale), □ I, as owner of the property, am exduslvely contractlng with licensed contractors to struct the project (Sec. 7044, Business and Professions Code: The Contractor's license law does not appty to an owner of property who builds or lmy.r-oves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). / / □ l am exempt under Section _______ Business and Prof es ns Code for this reason: 1. I personally plan to provide the major labor and materials for cons ctlon of the proposed property Improvement. □ Yes □ No 2. I (have/ have not) signed an application for a bulldlns permit f he proposed work. 3. I have contracted with the followins person (firm) to provldJ-rhe proposed construction (indude name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired th•1ollowlng person to coordinate, supervise and provide the major work (indude name/ address/ phone/ contractors' license number): __ ,/ 5. I will provide some of the work, but I have contrac\d (hired) th II owing persons to provide the work Indicated (Include name/ address/ phone/ type of work): OWNER SIGNATURE: __ -----=_.::./:::__'_' ~,::::::::::::=.. __________ lilAGENT DATE: sop11e,20rn 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 mana1ement and prevention program under Sections 25505, 25S33 or 2S534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No Is the applkant or future bulldlns occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Ves □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OFOCCUPANCV 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 ANO KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILmEs, 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 ls required for excavations over 5'0' deep and demolltlon or construction of structures over 3 stories In height. EXPIRATION: Every permit issued by the Building Offlclal 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 Bult ding Code}. APPLICANT SIGNATURE: _____ __, __ \J__-->.:....;;==-----------DATE: Sept 19, 2019 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 < ' ' PERMIT INSPECTION HISTORY for {CBC2019-0452) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 09/19/2019 Owner: CITY OF CARLSBAD Issue Date: 08/14/2020 Subdivision: RANCHO AGUA HEDIONDA POR Status: Scheduled Date 05/07/2021 10107/2021 OF Closed -Finaled Expiration Date: 08/17/2021 IVR Number: 21873 Address: 2512 TAMARACK AVE, # CS CARLSBAD, CA 92010 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Status 05/07/2021 BLDG-34 Rough Electrical 156867-2021 Failed Tim Kersch Checklist Item BLDG-Building Deficiency COMMENTS Update for job site corrections. Page T -2 Special inspection report for Post installed anchors. Page T -3 and 4 signage requirements. Page A02 WUC 2 bay cabinet paint transformer Green. A04 Confirm Elevations. D04 detail 3 in violation. 004 detail 1 not yet inspected-do not cover. S01 detail 3 Required special inspection. Un numbered page for Drilled pier. Nine requirements for special inspection. This is not a complete list. Further corrections could be issued. 10/07/2021 BLDG-Final Inspection Checklist Item 168082-2021 COMMENTS Passed Tim Kersch BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final Please build per plan and meet minimum code with all work. Reinspection Inspection Relnspectlon Incomplete Passed No Passed Yes Yes Yes Complete Thursday, October 7, 2021 Page 3 of 3 -PERMIT INSPECTION HISTORY for (CQC02019-0452) Permit Type: BLDG-Commercial Application Date: 09/19/2019 Owner: CITY OF CARLSBAD Work Class: Tenant Improvement Issue Date: 08/14/2020 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 08/17/2021 Address: 2512 TAMARACK AVE, # CS IVR Number: 21873 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/29/2020 10/29/2020 BLDG-66 Grout 142402-2020 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Grout Yes 1210912020 1210912020 BLDG-Electric Meter 145812-2020 Failed Tim Kersch Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready for meter release. Components No missing electrical work incomplete. BLOG-Gas Meter 145813-2020 Failed Tim Kersch Reinspectlon Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No 0211112021 0211112021 BLDG-12 Steel/Bond 150286-2021 Failed Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02116/2021 02116/2021 BLDG-Final Inspection 150589-2021 Failed Tim Kersch Relnspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final Please build per plan and meet minimum No code with all work. 0211812021 02118/2021 BLDG-11 150755-2021 Passed Tim Kersch Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04121/2021 0412112021 BLDG-Electric Meter 155567-2021 Failed Tim Kersch Reinspection Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready for meter release. Components No missing electrical work incomplete. BLDG-Gas Meter 155568-2021 Failed Tim Kersch Reinspectlon Incomplete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency No Thursday, October 7, 2021 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBC2019•0452) Permit Type: BLDG-Commercial Application Date: 09/19/2019 Owner: CITY OF CARLSBAD Work Class: Tenant Improvement Issue Date: 08/14/2020 Subdivision: RANCHO AGUA HEDIONDA POR OF Status: Closed -Finaled Expiration Date: 08/17/2021 Address: 2512 TAMARACK AVE, # CS IVR Number: 21873 CARLSBAD, CA 92010 Scheduled Actual Inspection Type Inspection No, Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/10/2020 09/10/2020 BLDG-SW-Pre-Con 137823-2020 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre con. Included BMP WARNING Also, Yes requested schedule for street repair. 09/22/2020 09/22/2020 BLDG-31 138878-2020 Partial Pass Tim Kersch Relnspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Virtual. Yes 10/02/2020 10/02/2020 BLDG-11 139894-2020 Passed Tim Kersch Complete Foundatlon/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 139893-2020 Failed Tim Kersch Reinspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Virtual. Yes 10/06/2020 10/06/2020 BLDG-31 140197-2020 Passed Tim Kersch Complete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Virtual.c second virtual underground Yes complete. 10/09/2020 10/09/2020 BLDG-12 Steel/Bond 140598-2020 Partial Pass Paul Burnette Re inspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/21/2020 10/21/2020 BLDG-11 141558-2020 Passed Tim Kersch Complete F ou n datlon/Ftg/P lers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Thursday, October 7, 2021 Page 1 of 3 ALL AMERICAN <l>- f NSPECTION PO Box 6321, San Pedro, CA 90734 I 310.738.7005 (Call/ Text) I Contact@AIIAmericanlnspectionService.com Deputy Inspector's Daily Report 181 Concrete □ Epoxy/DIA □ Wood □ Welding □ Masonry □ Steel Check □ Soils □ Other Project Name Calavera hills park Address 2997 GLASGOW DR CARLSBAD CA Report Date __ 51_1_41_2_1 __________ _ Permit# CBC2019-0452 Contractor TAICOM NETWORKS Description of Work Observed OBSERVED AND VERIFIED PLACEMENT OF {2) HILTI KB-TZ 1/2" X 4 1/2" ANCHOR BOLTS EMBEDMENT DEPTH 3 1/4" FOR WUC CABINET. ALL WORK OBSERVED APPEARS TO BE PEA APPROVED PLANS. Samples: Yes □ No 181 Sample Type ________ _ Sample Quantity o Paid COD 181 To Be Billed Chk# Chk Amount$ Billing Email/Address Cash Amount $ Paid Credit Card o Billing Info on File 181 Inspector Name MATT BERTUZZI Sign _h __ . __ en __ 1_u __ 2_2_~ ____ Lie# 9174393 Time In 1:00 Double Time ------ All Inspections are based on 4 and 8 hour minimums. Saturdays I evenings are billet/ at time ½; Sundays I Holidays at double time. ALL AMERICAN 4::::::-,,, INSPECTION PO Box 6321, San Pedro, CA 90734 I 310.738.7005 (Call/ Text) I Contact@AIIAmericanlnspectionService.com Deputy Inspector's Daily Report □ Concrete □ Epoxy/DIA □ Wood □ Welding □ Masonry □ Steel Check □ Soils □ Other Rebar Project Name ___________ _ Report Date ___ 0=2=/'-'1'--'7--'--/=2=0-=2:....:.1 __ _ Address 2997 Glasgow Dr. Permit# ------------- Carlsbad Contractor ATLAS -----'-'-'---'=---=----- Description of Work Observed Observed reinforcing steel for slab foundation on site Venf1ed re1nforc1ng steel srze, grade, lap, location, spacing and clearances Work observed was completed in accordance with approved set of plans. Samples: Yes □ No r/J Sample Type _______ _ Sample Quantity __ D Paid COD D To Be Billed Chk# ChkAmount $ Billing Email/ Address Cash Amount $ Paid Credit Card D Billing Info on File □ Inspector Name Justin Etimani Sign --"-1--1---"------Lie# 9207728 Time In 1200 Time Out 1445 Reg Hours _i__ Time ½ Double Time Hours Verified By: _______________ _ Superintendent's Signature All Inspections are based on 4 and 8 hour minimums. Saturdays I evenings are billed at time½,· Sundays I Holidays at double time. ALL AMERICAN .a~ INSPECTION PO Box 6321, San Pedro, CA 90734 I 310.738.7005 (Call/ Text) I Contact@AIIAmericanlnspectionService.com Deputy Inspector's Daily Report r/J Concrete □ Epoxy/DIA □ Wood □ Welding □ Masonry □ Steel Check □ Soils □ Other Project Name -----------Report Date 02/19/2021 Address 2997 Glasgow Dr Permit# CBC2019-0452 Carlsbad Contractor ------------ Description of Work Observed Observed the placement of concrete (4000psi) by method of line pump and consolidation by mechanical vibrator placed into fou11datio1 ilcaisson verified proper mix design/ slump/ temperature/ and consolidation of concrete Cylinders casted from load 2 Samples: Yes r/J No □ Sample Type 4x8 cylinders Sample Quantity _5_ D Paid COD D To Be Billed Chk# ChkAmount$ Billing Email/ Address Cash Amount$ Paid Credit Card D Billing Info on File □ Inspector Name Justin Etimani Sign -~:±~==:=-___ Lie# 9207728 Time In 1400 Time Out 1900 Reg Hours_ Time½ Double Time Hours Verified By: ______________ _ Superintendent's Signature All Inspections are based on 4 and 8 hour minimums. Saturdays I evenings are billed at time½; Sundays I Holidays at double time. 2 ( City of Carlsbad SPECIAL INSPECTION AGREEMENT 8-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov JUN 1 8 2020 In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. ProjecVPermit: CBC2019-0452 P . 1 Add 2889 Tamarack Ave Carlsbad CA 9201 O roiec ress: _________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder iii. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print11-) __ c_·_u....:e.=-1-'-'--'1 s'--------------'M'----------~3...L'..AcJ.=0=k?=O:....:_r---l __ _ )M,L) (Lasl) (Flrsl) MailingAddress· 12-00 CAf~S\1A0 VIU..,AlE, L):1 V L:-1 CAIU-!l~i,,1) I C A "r 240¥ I:\ ,;:.,..-ls!,...J U-• ""' v Email· e...,,\-15 -',•ck,(o"' I!'.'.-~ o Phone: --ze,o, 4~tt.,z'33l I I am: □Property Owner p,rroperty Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe · Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledg and promise comply with the Ctty of Carlsbad requirements for special inspections, structural observations, constrlicti materi est' g d off-site fabrication of building components, as prescribed in the statement of special inspections not o)Jh prov. d pla s and, as required by the California Building Code. --~, Date: G /J"{ / 2-0 , ,. Signatur · 8. CONTRACTOR'S STATEMENT OF R PONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. contractor's company Name: Tricom Networks Inc Please check if you are Owner.Builder □ Juan Tapia Name: (Please print) _________________________ :_. _______ _ (Firlt) {M.L) (Last) Mailing Address: 24335 Prielipp Rd STE# 109 Wildomar CA 92595 Email: Jtapia@Tricomnetworks.com Phone· 951.698.4900 State of California Contractor's License Number:._9_2_4_7_3_5 ______ Expiration Date: 11 l30l2020 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter In compliance with CBC Section 1704.1.2 prior to requesting final Inspection. Signature·~--~9..,,i&,;<'~?~&~(..0~~"'· ""----------Date: 6/16/2020 B-45 Page 1 of 1 Rev. 03/20 {cicyof Carlsbad SPECIAL INSPECTION AGREEMENT 8-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: CBC2019-0452 P . 1 Add 2889 Tamarack Ave Carlsbad CA 92010 roJec ress_· _________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder iii. (If you checked as owner-builder you must also complete Section B of this agreement.) Juan Tapia Name: (Please print,__ _________________________ _,____ _____ _ (First) (M.I.) Mailing Addres : 24335 Prielipp Rd STE #109 Wildomar CA 92595 Email Jtapia@Tricomnetworks.com (Last) Phone 951.698.4900 I am: □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe_· ____________ Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature· ~ Tr Date: _6_/_16_/_2_0_2_0 ______ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name: Tricom Networks Inc Please check if you are Owner-Builder □ Juan Tapia Name: (Please print) ________________________________ _ (First) (M.I.) (Last) Mailing Address: 24335 Prielipp Rd STE# 109 Wildomar CA 92595 Email Jtapia@Tricomnetworks.com JUN l 8 2J~Jne. 951.698.4900 State of California Contractor's License Number:_9_2_4_7_3_5 ______ Expiration Date: 11/30/2020 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature: ___ __c:,9.J"~t"".:2"".;t.,ee..L/..f!~~~· "----------~Date 6/16/2020 B-45 Page 1 of 1 Rev. 03/20 DATE: SEPT. 26, 2019 JURISDICTION: CARLSBAD PLAN CHECK#.: CBC2019-0452 ✓• EsG1I SETI PROJECT ADDRESS: 2512 TAMARACK AVENUE D APPLICANT D JURIS. PROJECT NAME: NEW AT&T EQUIP. ENCLOSURE & LIGHT POLE FOR ANTENNA D 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 building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: ii Telephone Fa\ J, ~on ®e contacte<r?,...lbf °' (by;-\( ) Email: MARKS: The City Policy requires that their Special lnsperti~t Form be completed and signed for Concrete, A.B.'s, Epoxy Anchors & CMU walls for this project.(J~'7"V' By: ALI SADRE, S.E. Enclosures: EsGil 9/23 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD CBC2019-0452 SEPT.26,2019 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD 0452 PLAN CHECK#.: CBC2019- PREPARED BY: ALI SADRE, S.E. DATE: SEPT. 26, 2019 BUILDING ADDRESS: 2512 TAMARACK AVENUE BUILDING OCCUPANCY: BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. LIGHT & EQUIPMENT ENCLOSURE Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1997 UBC Buildin g Permit Fee ... I 1997 UBC Plan Check Fee ... Type of Review: IY" Complete Review r Other r Repetitive Fee ~ "T Repeats r Hourly EsGil Fee ~ ~ Comments: VALUE ($) r Structural Only ]Hr@* Sheet 1 of 1 180,000 $591.54 0 No. DCI PACIFIC AIEICWORKS STRUCTURAL CALCULATION for AT&T Project: NSB CALAVERRA HILLS COMMUNITY PARK Site Number: CAL01039 CALAVERA HILLS COMMUNITY PARK lssuedforSubmittals 14 13 A.W. B.Y. D.D. 8/19/2019 Reason for Revision Total # of Last sheet By Check Approved Date sheets # Record or Revisions Architecture -Engineering -Consulting 32 Executive Park, Irvine, CA 92614 IT\ 949{_:00, (F) 9W,°, --ot, ~ ::> 2- DCI PACIFIC Design Criteria AIEICWORkS P1 reject: Job No.: Cale. No.: l~ev: NSB CALAVERRA HILLS COMMUNITY PAI CAL01039 Subject: Discipline: CMU Wall Enclosure Arch./Clvll/Structural Design Criteria P2 Seismics Parameter P3 CMU Wall Lateral Loads & Design Parameter P4-P5 Retainin Wall Design P6-P9 Retainin Wall Design (w/ seismic load} P10-P13 Architecture -Engineering -Consulting 32 Executive Park, Irvine, CA 92614 IT\ 949-475-1000 IF) 949-475-1001 DCI PACIFIC Alt::J«::WOeJCS Project: Job No.: NSB CALAVERRA HILLS COMMUNITY PA• CAL01039 Subject: CMU Wall Enclosure Scope of Design: • CMU Enclosure & Foundation Design Design Cgde: 2016 CBC, ASCE 7 Pesian Reference· • CMU Wall • Foundation & Slab Concrete • Soil Report Desinn Materials: • CMU Masonry • Concrete Foundation Design Loads Wind Load Basic Wind Speed Risk category Wind Exposure Seismic Load Seismic Load for Structural Wall Important Factor I Site Class Design Criteria Cale. No.: Discipline: Arch./Clvll/Structural Design Criteria TMS402 AC/318-14 Toro International, project#: 13-107.32, 7/30/2019 ASTM C-90 rm= 1,500 psi re = 2,500 psi. 110 mph II C 1 D (ASCE 30.11) (ASCE 12.11.1) Architecture • Engineering • Consulting P2 DCI PACIFIC Al■IC--.S Seismic Parameter roject: Job No.: Cale. o.: NSB CALAVERRA HILLS COMMUNITY PA CAL01039 Discipline: Rev: 0 Subject: CMU Wall Enclosure ArchJClvll/Structural U.S. Senrnic 0....,. ~ latitude, Longitude: 33.1673, -117.2996 Arnc:r c .. m Air rort l11!e111•1 ~ Go gle Datt Co 011a:•o H llz Cc,rrimw1•v ONlgn COCS. -one. OOCIJIMflt ftlO talogo,y 7/3,0/2019. 3 45'16 ~ ASCE7•10 II SlttCtatt C • ~ Din .. SOI -son Rock 1YPt -OtacnpllGft Sa 1 07 1.'1:E•gRl<.11<1 mocliCln (le< 0.2 .. COtld ~· s, o•u l.'l:C,, g,oun<I ..-n (1'>< I.Ill pe!IOCli s..,,, 1 07 Sn.-mo<ll!ltO fpoctnl .JCCtfer•Ucn vaiu. s,,,, 0 S73 Sllt-modl!ltd ~Cini acce1..-allol'I vaiu. S05 0 713 NUmonc MllmlC OH'9" 'l1Wf lll O 2 ffOClnG SA So, 031!2 NUmt!10 Hi<mlC CIH'9" vnie al 1 0 ,....no SA 1YPt -0..Cflptlon GOC 0 Stl'°" Clttl9fl ca!Rgo,y Fa S&o•~on~IOJlll02MCcnCI F' 1 387 Slllo '""'me.Don rxo:>r al I 0 H00nG PG.A 0 •11 •~ puk ~a acce!0'11!0n fl'G,\ Sitt •~Den~-a PGA PG.At., 0•11 SIie modlllod i-.. 9<"""1 llOCtlt<aUclll TL ~ LOng~ nn"llol'I ptf10C1 In LeeotlO• S$l!T I 07 PTl>DaDl .. :IC 115l~ grounCI mO'Jan (0 2 ...anGJ S&l.lH I 0!13 ,_,Id unlfl>mMla?Mll 12% p,r..,_lty of oxCffd>nco In 50 yHl'I) _,., aOOOltfatlOn s.o I 5 FICOOA'd Olt,itm11Na.:2C ~ value (D-2 MCOl"ll1) Stm' O,UJ ?Tte.,..llo:ic r!Oll~ll<I i,ow,o mOCIOn. (I o ..oanoJ SIUl't o,o, filQC(fd unlf0ml-ll•U111 l2'1 ~lty of oxcftdlnco In 50 INl'I) liC).clrOl llOOtle<a!IOn. SID 06 Fac=ortd <lllffllllnlS,C-ValU<!. (1 0 &eCOftO) PG.Ao 05 FaaorldOOtemtlra,OXUlflXOllVai"" !Pta!l G-A<ce-1 c .. 0919 l"'PFf'd v•tu. Of tho fllk oottrlo'Rnl •l """1 ,,__ c~, 1 03 IA,ppe<I v•l'Je Of tllf IIU GOflOCtffl JI a pl<lod of 1 • Architecture -Engineering -Consulting OSHPD f', • v,ap da·a •2019 32 Executive Park, Irvine, CA 92614 T 949-475-1000, F 949-475-1001 P3 DO PACIFIC A.ltEICWORKS Lateral Force Analysis reject: Job No.: NSB CALAVERRA HILLS COMMUNITY PAI CAL01039 t.;alc. No.: l~ev: Subject: Discipline: CMU Wall Enclosure Arch./Clvll/Structural Lateral Force Analysis Design for : C MU wall Seismic Load for Structural Wall Design for Out of Plane force I= Fp= 0.4 x sos x I x Wp Wp= 78 psi SDS= 0.71 Fp= 0.29 Wp= 22.2 psi Fp min= 0.1 x Wp = 7.8 psi< 22.2 psi (OK) 0.7E= 15.6 psi Wind Load per Method 2 -Analysis Procedure Design Wind Load for Freestanding panel 0.6W= Wind speed= 110 mph Risk Catagoly II Exposure category= C Topographic factor KZt = 1.00 I= 1 qh (velocity pressure)= 0.00256 Kz Kzt Kd V' I= 22.38 psf Kz= 0.85 Kd= 0.85 Topographic• Kzt= (1+K1 K2 K3) 1.00 Type: 2D Ridge P=qzG Cf G= Cf= K1= O K2= 0 K3= 0 P= qz G Cf= 26.06 psi 15.6 psf H/L=O X/Lh=4 Z/Lh=2 0.85 1.37 (wind load control) (Wind Load Control) Architecture -Engineering -Consulting (ASCE 12.11) (ASCE 12.11.1) (ASCE Eq. 29.3-1) (ASCE Table 29.3-1) (ASCE Table 26.6-1) (ASCE 26.8.2) (ASCE Fig. 26.8-1) (ASCE Eq. 29.4-1) (ASCE 26.9) (ASCE Fig. 29.4-1) 32 Executive Park, Irvine, CA 92614 (T) 949-475-1000, (F) 949-475-1001 P4 DCIPACIFIC Alt!:IC WOIIICS Wall Design Data ~roject: Job No.: Cale. No.: NSB CALAVERRA HILLS COMMUNITY PAI CAL01039 Subject: Discipline: CMU Wall Enclosure Arch./Clvll/Structural CMU Wall Design Data Design for : CMU wall I Wall height= Wall thickness = Retaining heigh, max. = Allowable soil bearing = Soil density = Pa Activity soil pressure = 4 ft 8 in 2.5 ft 2500 psf 120 pcf 55 psf/ft Pp passive soil pressure = 400 psf/ft Allowable coefficient of frictional, 0.3 Design for: CMU wall II Wall height= Wall thickness = Retaining heigh, max. = Allowable soil bearing = Soil density = Pa Activity soil pressure = Pp passive soil pressure = Allowable coefficient of frictional , 5.83 ft 8 in 4.5 ft 2500 psi 120 pct 55 psi/ft 400 psf/ft 0.3 Soil slop= 2:1 Using Q allow = 3325 psf, when seismic or wind applied Using Pp = 532 psi, when seismic or wind applied Soil slop = 2: 1 Using Q allow = 3325 psi, when seismic or wind applied Using Pp = 532 psf, when seismic or wind applied Architecture -Engineering -Consulting 32 Executive Park, Irvine, CA 92614 /Tl 949-475-1000. /Fl 949-475-1001 PS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Cantilevered Retaining Wall 1011 DESCRIPTION: 5.8 ft CMU Wall I -retaining I Criteria Retained Height = 4.50 ft Wall height above soil = 1.33 ft Slope Behind Wall = 2.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Design Summary Wall Stability Ratios Overturning = 4.34 OK Sl~ing = 1.50 OK Total Bearing Load = 2,420 lbs ... resultant ecc. = 2.87 in Soil Pressure I Toe = 441 psf OK Soil Pressure Heel = 285 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 441 psf ACI Factored @ Heel = 285 psf Footing Shear@Toe = 4.8 psi OK Footing Shear@ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,074.8 lbs less 100% Passive Force = 1,249.5 lbs less 50 % Friction Force = 360.0 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Dead Load 1.000 Live Load 1.000 Earth,H 1.000 Wind,W 1.000 Seismic, E 1.000 Project Title: Engineer: Project ID: Project Descr: Fne = K:IDCI\OCl19X-1\CAL01039\CAL01039.ec6 . Software c ght ENERCALC, INC. 1983-2019, Buld:10.19.1,30 . : Soil Data Allow Soll Bearing = Equ01alent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soll Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to Ignore for passive pressure = Stem Construction Design Height Above Ftg Wall Material Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @Section Moment.. .. Actual Moment.. .. .Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fy< Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 2,500.0 psf 55.0 psf/ft 0.0 psffft 400.0 psffft 120.00 pcf 120.00 pcf 0.300 0.60 in To Stem Stem OK ft= 0.00 = Masonry in= 8.00 = # 5 in= 16.00 = Center = 0.735 lbs= 556.9 ft-I = 835.3 ft-I = 1,136.9 psi= 12.4 psi:= 38.7 psf = 84.0 in= 3.75 in= 30.00 in= 7.00 in= 7.00 psi= 1,500 psi= 20,000 = Yes = 21.48 = 1.000 in= 7.60 = 3 = ASD Calculations per AC! 318-11, AC! 530•11, IBC 2012, CBC 2013, ASCE 7-10 Tile Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall I ,If DESCRIPTION: 5.8 ft CMU Wall I -retaining ~ng Dimensions & Strengths ! Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Footing Concrete Density Min.As% Cover@ Top 3.00 = 5.50 ft = 1 lZ = 6.67 = 18.00 in = 12.00 in = 12.00 in = 0.00 ft Fy = 60,000 psi = 150.00 pcf = 0.0018 @Btm.= 3.00 in Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ~ = 441 = 0 = 0 = 835 = 4.79 = 75.00 = #4@18.00 in = #4@18.00 in = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu< S • Fr Heel: Not req'd, Mu< S • Fr Key: Not req'd, Mu< S • Fr I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = ..... OVERTURNING ..... Force Distance Moment lbs ft ft-lb 1,074.8 2.08 2,239.7 0.50 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Software Ifill 285 psf 0 ft-lb 174 ft-lb 174 ft-lb 2.26 psi 75.00 psi = = = Surcharge Over Toe = Mjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,074.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure= O,T.M. = 2,239.7 = 4.34 2,419.9 lbs Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @Stem Transitions = Footing Weight = Key Weight = Vert. Component = FAe = K:\0CI\DCl19X~1\CAL01039\CAL01039.ec6 . ht ENERCALC, INC, 1963-2019, Build:10,19.1.30 . .. ... RESISTING ..... Force Distance lbs fl 271.8 6,42 7.6 6.50 489.7 1,500.8 150.0 5.83 3.34 0.50 Moment ft-lb 1,744.5 49,4 2,856.7 5,005.0 75.0 Vertical component of active pressure NOT used for soil pressure Total= 2,419.9 lbs R.M. • 9,730.6 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. #4@18.ln @Toe #4@18.in @Heel Designer select all horiz. relnf. 8.in Mas w/ #5@ 16.ln o/c Solid Grout 5'-8" 5'-6" 6'-8" 1'-4" 5'-10" 4'-6" 3" ] 1'-6" 1'-0" 1'-2" 1074.8# Pp= 1249.5# 284.66psf 440.94psf Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tile Block" selection. Tile Block Line 6 Cantilevered Retaining Wall Project Title: Engineer: Project ID: Project Descr: File= K:IDCI\DCl19X-1\CAL01039\CAL01039,ec6 , Software copyright ENERCALC, INC, 1983-2019, Buid:10.19.1.30 . . ' DESCRIPTION: 5.8 ft CMU Wall I· retaining wl seismic load I Criteria Retained Height = 4,50 ft Wall height above soil = 1.33 ft Slope Behind Wall = 2.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0,0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Res~tance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psi Used To Res~! Sliding & Overturning Surcharge Over Toe = 0.0 psi Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wail Stability Ratios Overturning Sliding Total Bearing Load , . .resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 1.69 OK 1.66 OK 1,819 lbs 11.98 in Soil Pressure@Toe = 1,210 psi OK Soil Pressure@ Heel = 0 psi OK Allowable = 3,325 psi S011 Pressure Less Than Allowable ACI Factored@ Toe = 1,210 psi ACI Factored @ Heel = 0 psi Footing Shear@ Toe = 6.8 psi OK Footing Shear@ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 1,166.8 lbs less 100% Passive Force = 1,661.8 lbs less 50 % Friction Force = 270.9 lbs Added Force Req'd = 0.0 lbs OK ... for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Dead Load Live Load Earth,H Wind, W Seismic, E 1.000 1.000 1.000 1.000 1,000 I Soil Data Allow Soil Bearing = Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure = Lateral Load Applied to Stem Lateral Load ... Height to Top .. .Height to Bottom Wind on Exposed Stem = · Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at 3,325.0 psi 55.0 psi/ft 0.0 psi/ft 532.0 psflft 120,00 pcf 120.00 pcf 0.300 0.60 in Calculation, per ACI 318-11, ACI 5311-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Fooling Load 15.6 plf 5.90 ft 0.00 ft 0.0 psi Top Stem Stem OK ft= 0.00 = Masonry in= 8.00 = # 5 in= 16.00 = Center Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Design Data ----------------------- fb/FB + fa/Fa Total Foroe @ Section Moment....Actual Moment.. ... Allowable Shear .... .Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice tt above Lap splice if below Hook embed into footing = lbs= fl-I= fl-I= psi= psi= psf = in= in= in= in= 0.97,4 648.9 1, 106,8 1,136.9 14.4 38.7 84,0 3.75 45.00 7.00 7.00 MasonryData ----------------------- fm psi= 1,500 Fye Solid Grouting Modular Ratio 'n' Short Tenn Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= 20,000 = Yes = 21.48 = 1.000 in= 7.60 = 3 = ASD Title Black Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Black" selection. Title Block Line 6 Cantilevered Retaining Wall 1,11 DESCRIPTION: 5.8 ft CMU Wall I -retaining w/ seismic load Project Title: Engineer: Project ID: Project Descr: F~e = K:IDCI\DCl19X-11CAL01039\CAL01039.ec6 , Software copyright ENERCALC, INC, 1983-2019, Build:10.19.1.30 . . . [ Footing Dimensions & Strengths [ Footing Design Results ' I Toe Width = 2.83 fl J:gJI !fill Heel Width = 1H Factored Pressure = 1,210 O psf Total Footing Width = 4.00 Mu': Upward = 0 0 ft-lb Foaling Thickness = 18.00 in Mu' : Downward = 0 174 ft-lb Mu: Design = 1,107 174 fl-lb Key Width = 12.00 in Actual 1-Way Shear = 6.76 2.26 psi Key Depth = 12.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from T ae = 0.00 fl Toe Reinforcing = #4118.00 in fc = 2,500Jsi Fy = 60,000 psi Heel Reinforcing = #4 18.00in Footing Concrete ensity 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 3.00 @Blm.= 3.00 in Toe: Not req'd, Mu < S • Fr Heel: Nol req'd, Mu < S' Fr Key: Not req'd, Mu< S • Fr [ Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Foaling Load = Added Lateral Load = Load @ Stem Above Sail = Total = ..... OVERTURNING .... Force Distance Moment lbs fl fl-lb 1,074.8 2.08 2,239.7 0.50 92.0 4.45 409.6 1,166.8 O.T.M. = 2,649.3 Resisting/Overturning Ratio = 1.69 Vertical Loads used far SaU Pressure= 1,819.1 lbs Soll Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load an Stem = • Axial Live Load an Stem = Soil Over Toe = Surcharge Over T ae = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = .. ... RESISTING ..... Force Distance Moment lbs ft ftlb 271.8 3.75 1,018.8 7.6 3.83 29.1 489.7 900.0 150.0 3.16 2.00 0.50 1,549.1 1,800.0 75.0 Vertical component of active pressure NOT used for soil pressure Total= 1,819.1 lbs R.M.= 4,472.1 • Axial live load NOT included in total displayed! or used far overturning resistance, but is included for soil pressure ca culation. #4@18.in @Toe 8.in Mas w/ #5@16.in o/c Solid Grout • Designer select #4@18.i"all horiz. reinf. • @ Heel 1'-0" 3'-0" 2'-10" 4'-0" 1'-4" 5'-10" 4'-6" 3" ] • 1'-6" • 3" 1 '-0" 1'-2" 1166.8# Pp= 1661.8# 1210.3psf val111ont V STRUCTURES Valmont/Microflect 3575 25th Street SE-P.O. Box 12985 Salem, OR 97302-1190 Phone: 1-800-54 7-2151 Engineer: NAR Reviewed by: NAR Drilled Pier Foundation Design Calculations RECFf\1r: SEP 1 9 20i9 CITY 01-C BUILD, -.J.3 L1 , Valmont Order Number: 458124 Customer: Musco Site: Calavera Hills Comm Park, CA Pole Height: 79 ft (80 ft agl) Pol• Geccnetry Bolt Circle • Number of Bolts• Bolt Diameter - Bolt Projection• Bolt Length a Bottom Template DLameter • Pole Loada Factored Moment• Factored Shear• Factored WeLght • Shear Hei ght• Anchor Bolt Allowable• ru .. 'l'y = At= Anchor Bolt Load.a Moment• Shear • ~ieLght • Calculate the Bolt Maximum Applied Fore• Bol t Applied Force • 29. 25 Inches 12 1 .50 Inches 8. 5 Inches 72 . 0 I nches 32. 75 I nches 633.4 ft-kips 12 . 6 kips 13 .1 kips so.' ft 75.0 Ksi 55.0 Ksi 1.40 i n'2 7601 i n-Kips 12 .58 Ki ps 13 .09 Kips 24358 in-ki ps 29.25 i n• 12 12.58 / 0.50 Kips 12 Bolt Allowable • . 8 • Fu • At 84. O !tips Bolt Allowabl• > Bolt Applied Force 84 Kipa > 72.6 ltipa ==> OK Caloulat. th• Anchor Bolt DeVlllo-nt L•nqth ACl JU ld • 3 db•Fy*al}y).• (40•(fc')•.s 1 • (lc+Ktrl/dbl l Given all minimums are met for t he Bar I nstall ation Per ACI Bf -1 Bundle factor per ACI 318-11 12 -~ .1 (J. -1 ~ -1 ,. -1 ((C,t,Ktr)/db)anct-.or bolt• • 1 .5 ld 1. 5•55000•1 • Calculate the Ultimate Bond Str••• Fy-Ag/ (n•db•ldl • Bond_Allowable Ksi Calculate the Allowable Bond Str•aa .6•Bond_Allow•l .33 - Calculate the Required Bolt Length 0 .251 Ksi 0 .200 Ksi 3 65 in L req -Solt Appl1•d rorc• + Bolt Proj•ction • 8 S. S in 3. H •db•O. 2 Check AB pullout via Rebar Develop,..nt length with bottom template double nutted: ((c+Kt r)/db)rebar• 2.5 Ldb • (3•db•fy/ (40•f 'c'O. 5• ( (c+Kt r ) /dbl))• (As_r eq/As_prov' d) • 28 . 7 in L_reqd -Leib + abproj + 7. 3125" + 3" -47 .5 in Bolt Length > Bolt Required Length 72 i n > '7.5 in =-> OIC TI Project No. 13-107 .32, dated 07/30/2019 + 13.09KLps 12 (per EIA-G Sec. 4. 9. 9) 72.6 Kips >72 in provided, bottom template needs to be double nutted DRILLED PIER AN~LYSIS I t ~ By: NAR va mon V Site: Calavera Hill• Comm Par k, CA Chock: NAR POLE STRUCTURE S1 RlJCTURES 1-D-w-,a-:_8 ___ 1_4_9_6_7_7 ________ ~----+--.,.,-,-.-,-1-0-a-,2-6_/_19 ____ "1 Customer: Musco Calculate the Concrete Shear Strength ACi JU Ve -2* (fc')0·'•bw*d Given: bw - d - f¢.' - 54 i n 41.3in 4000 in 0 .85 240 Kips Calculate the Reinforcment Shear Strength A.CI J11 Given: U bortrontel tiee et 12" enecina (4/3) •Av •fl d v, - fy - d -. - ♦, 0 .4 in'2 60 ksi 3.438 Ft l Ft 0 .85 94 Kips 12.6 Kips Shear He i qht -50.4' 5 10 15 20 25 Fr A ~It I I .. i,1 Pressure Profile for Analysis 4. 5 14.1 \ Th• Maximum Shear in the Pier occur• at Reaction Inflection Point 14 .1 ' Load Factors for the design OACt -1 .0 UuA -1. 0 UTOTAL -Usu ,,.U.1.ct UTOT~L -1 . 0 Vded9n-0roTAL•VM-X -109. 7 Kip• > Vclaai9n SECTION AT 4. 5 ET TllE MAX MOMENT IN THE PIER MAX PRESSCJRE O PSF SECTION AT 14.1 FT TBE MAX SHEAR IN TRE PIER !-!AX NEGATIVE PRESSURE 0 PSF +v. 239.5 Kip• + +v. + 93.5 Kipa • 333 .1 Kips > 109. 7 Kips ==>OK Th• maximum bendinq atrHa in the pier occur• at , . 5' below the qround lewol. Where the (paaaiwo preuure reaction) = (the applied shear) ~ .... , -8357.4 At The Location lDepth MmJ -Passive Presstlffl . ft dft = Applied Shear Gound_unc Uae only the steel to carry th• bendinq loads -Calculate the ReintorCJMnt llendinq Strenqth Yoe C1fil IS vertical rebar Ver tical Rebar Section Properties I • __ ;,.,_,_.,_, •_R_,_,..._•_'-2--in"4 2 A...... • 16 in2 Rvau. • 21. 9 in I • 3849.5 in4 S • 175.5 in3 Base the bendinq atrength on factored Vertical bar Fy per TIA-222-G ot 54 Kai FTY • 60 KSI ♦ • 0 . 9 Frr.1.LLOWA1t,& • F t"f"' 9 FnAi.t.oWAU.& -5 4 KS I Max O.aign -nt ~ .... , • 8357 in-kl.ps I-1Dut~ -8357 in-kips MDl:ltQI FtYnUtllll -s F:rroutt;N -48.4 KSI 1n ........... > l'nmcn,,- 54 XSI > 48.4 KSI ====> ox TI Project No. 13-107.32, dated 07/30/2019 I t iWr I Bv: INAR loRILLED PIER ANALYSIS va mon V i;;'.:.;";;.•';..<:.:•.:.;";;. .. :.:•.:.• .::."':.:';.;"c.;""'"'=;.;•;;.••:.:•:..· .;;;°''------------1--'C"'h"'•e:.:k;.;:_.li.;,N;.;.AR=--------I POLE STRUCTURE STRUCTUR[S IDwq: B-149677 D•t•: loe/26/19 lcustorner:Musco val111ont V Monopole Pier Design Conduit Check STRUCTURES CUSTOMER: Musco SITE: Calavera Hills Comm Park, CA S.0.# 458124 DWG NO. B-149677 Pier Dia. (~pier) = 4.50 ft Condyll B2Yll~ Tbr2ugh F2ynds1li2n : # conduit ~conduit (in) Area (in2) Area (ft2) 1 4.00 4.50 63.62 0.44 Condition 1: 2 1.00 1.50 1.77 0.01 Condition 2: Condition 3: Total: 5.00 65.38 0.45 Condition 1 ACI, Section 6.3.4 -Conduit shall not displace more than 4% of pier cross-sectional area: 2.9% <=4%, OK Condition 2 ACI, Section 6.3.5.1 -Total conduit OD shall not exceed 1/3 pier diameter: 1 /3*~pler = Total Conduit OD = Condition 3 18.00 in 12.75 in <=1/3 pier dia., OK ACI, Section 6.3.11 -Provide reinforcement with area not less than 0.002 times area of concrete section, normal to conduit: .002*Apler = 4.58 in2 required Area of #4 tie perpendicular to conduit = 65.2 in2 >= .002*Apier, OK OK OK OK valmont-W:: SIR!.,< Tl I !> CU\.OlloeS't .._..co 11W: C&l•,...r• 1-.iUa C-Pu,., ca. •. o., 0111, Ouwin, ••• •·1'9171 kotocht1.J.e.U a.port. U Pro:)-t. Mo U-lOl .32. dat■d 07/)0/a0U ho~nJ.c.al ••pcurt. ••~ Depth tt. OrJ.9i.Ml hon Dd.fl I Ot/H/1' VH·aion 1 2. 10 SnfinMII': u.a P<ila ~--t.ry toh M■:i.qbt • klt Cucl•. ?l-~•r of lolu • lolt. Dia.Mt.or • kilt hoj-.::tbn • klt t..riqt~ • lot.t.Cfil. 1'tnpllt.O DuMt.ar • Polo loot.d. P•eter~~nt • raetol'W Shou· • het.;,.nd lloi;ht • Shu r Mo:i.;ht • • (e~l ofhot) • t.nohorSOlt.!.oU 1aetotod ~nt • F1.:t1n..t Shoal' • Faetorod 11■:i.qht ■ , .. ,, . A.i'H until• • leO ts:gpess&ee .,, ft 2tU i11. 12 l SO l.11 I 50 l.11 72.0 i.n .)2.1 l.n '33. 4 ft•kip1 ll,U ltipt u.ot ki.P• ,o .• ft 510.1 1.n 7&ol in•Upt 12.H Hr• U 0t kip1 n.o a-1 H,Oltll. 1.40 ltl.1 ♦ Ul\1-.te ♦ VldMt.o Ha0 • GMUND l.J)IC .... PNan n Ju h'N• 11.,. Depth It.I.ft ~th Sn4 t.ovol ~,-J·«•:..•.,,;•:s::.:••....,.-~;:;!!""_~~!:'--,--....l~:O:i.1...--,---''"-!!"""--,,!:'"::0!!,::.;::•~• f.;;;:;ii~:~:wi,;;;;;;;:--71 fn.,tti>uu) Pau:W :rr....:. L --.--dtl:•Awltda.u, "'----.L..----'--.---...1..----.L.....-....J rontJne ronccere GeaMsry O.l ,. " 20 ft Coaout.• Vo1WM • ll.l .,.. twerion or ebeer end 91,ehce preee: u tnrcee ta find rm· Jr , A ll#ttlnn or SCHOU tbmes ItD· ;y -1H • OD( )e Q ""'. IU.S h-U,-12., u,. u .11r.1,. L•v•l • pd Start 0 uu Ul5 p&flft m m 0 toorloo Jelntercueot JeeeirM«nte (ft) 0.0 H .l H .O fl♦ .... ,. • 1'1•• OK I S11hr.Lc TL••? 1 ft 12" " - '" 12.,1 ... ,. o.o -u .e -n.• <l.n-k1p1l Ut-kiptl IH7 "' loP a WM♦ eJJowebJe 1,10 • ..,._,_ abclut. 1.o&d Intl.ct.ion hi.At 11.,.. ''" 122,J •0.1 0,0 N-llh c. ... ,.,,, h•lr.,,,. 0 a..aa..Lk., _._..,. of 1'i•• IU•a_tha io_rc o_a.1.11 IO_~t.e-1 IO_bt-1 >C»_ht.Ml O.t Ln' "" 2L9 Lfi U.U or TIit CU'? 1Y VUTJCAL SEC110N (2·Anl o: th• U♦) tHlCJllts.S OJ C'ONCRHE COVD It ·-.... _ ic:•_ny_nv io_rty_uv_au. JTYOUIGN •·· u.o lttJ00 lUO lllf.JSOI 1,s., .,,, " 0.15 ,., , .. ,,, , .. ln1•Uif in, in·k1pt .0 bl '4 ltu. 0.4b1 U., kip1 1,0 ln 3,0 ft U .17' ln Poot.in; Cono.Nt♦ ~~ ..... nt.♦ f•' .000 l)li ♦-... e.1, tv. 2t0 1tip1 J,44 t't " UbIUS 01 vtU. RtL\k tOUL .un OJ' VIP.!. UM IOUMi' I NOOOL\18 U&AR HOMEN'! or lNI.P.TlA l'l Ul.U. HCTJOlol NODULUI .UPLJID KAXlNlM ,omn • At otnM zuo INUP. ON PUP. St.1:♦n9th P.M~tlon f•ctor fo,: C•:p,.clty Of st .. 1 lh•• .. Stnnqth ,._,,uc.t1on 7•etor to.t C•p•c:ity Ot' St••l 7l•x1.1r• P.do♦.t 7ty C.ud♦ 410 Rdo♦r fty lllowabl♦ tl•r O.al.9n lncludH PMI_SU♦l C♦loul•t.cl hlMor Sh••r lllowabl• Pi•r O.d9n A.CJ 311 \tH'.tic:•l bba .. llorh lp.ci.nq DiUl♦t♦r of hoop• Dh,,.,•t•r of v.rtie.l r.ti.r ch'c:l• C<o>ncr♦t♦ con;,.t•••ion pro,.rtlH St.t•n9th P.-.due'tion 1•ctor for C•p•clty Of Con,:.i:•t.t• lh••r C•,p•ci.ty ot Concr•t• A.CJ 311 Dhtanc• tron ♦1Ctr•r11♦ c:ea fUJ♦r to C♦nt of t♦n1l.on r••ctlon 9roup 101.'71 valn1ont'V' 0, c, (7:) .,.. ... ,. c_ L--' v-,, Proprietary Infonnation STRUCTURES Communication Structure Calculations for Musco Calavera Hills Comm Park, CA 458124 Monday, 26 August 2019 Prepared By: Nathan Ross Reviewed By: NAR Valmont Microflect 3575 25'h St. SE Salem, Oregon 97302 USA 1-800-547-2151 ~~rp 1Z 2019 These documents, drawings and/or calculations and all infonnation related to them are the exclusive property and the proprietary information of Valmont Industries, Inc. and are furnished solely upon the conditions that they will be retained in strictest confidence and shall not be duplicated, used or disclosed in whole or in part for any purpose, in any way, without the prior written permission of Valmont Industries, Inc. valrnont'V" Valmont Microflect 3575 25"' St. SE Salem. Oregon 97302 USA 1-800-547-2151 STRUCTURES Table Of Contents PROJECT SUMMARY .................................................................................................... S l MUSCO 79.0' POLE, SITE: CALA VERA IDLLS COMM PARK, CA 458124 ....................................... I # Proprietary Information These documents, drawings and/or calculations and all information related to them are the exclusive property and the proprietary information of Valmont Industries, Inc. and arc furnished solely upon the conditions that they will be retained in strictest confidence and shall not be duplicated, used or disclosed in whole or in part for any purpose, in any way, without the prior written permission of Valmont Industries, Inc. Anchor Bolts Structure Identifier Pole Emb. Max. Anchor ~y Height J.,t.,'Ilgth Bolt Bolt Circle Length /ftl 'ft) tin) tin) -. -. 458124 ---79.00 ----29.25 -72 Ba,:;e (in) Valmont Industries, Inc. Project Summary Musco 458124 Shall Diameters Ground Top Sect A Sllct B Line (in) (in) Sect C 12 24.00 24.00 12.75 3789 1935 Valmont Industries, Inc. Project Summary Musco 458124 Weight (lb) Global Hase Rca(..iions For Pole Shall Governinl! Load Cao;;c Sect D Sect E Sect F Base Anchor Load Moment Shear Ax.ia1 Plate Bolts __ '.a.,:;e Identifier tin-kin) (kins) {kins) 239 509 WIND 7601 12.6 12.8 Length (ft) Thickness (in) Structure Identifier Shaft Shaft Shaft Anchor Base Plate tsase Plate Cambe; Sect A SectB SectC SectD Sect£ SectF Sect A SectB SectC Sect D SectE SectF Yield Tape, Shape Stress Ocsi) /in/ft) -. -. 458124 -50 0.000 Rollild Structure Identifier "A"" ·•A'" "B" Base !for Base Diameter Diameter Diameter lin) (in) (in) 458114 -. ---24.00 -. --14.00 ... -11.75 Bolt Width/ rrhickness Diameter Length (in) /in) (in) (in) I.SO 'B" ··c-· !fop Base [Diameter Diameter {in) (in) . --12.75 --33.25 1.75 0.0 40.00 39.00 Valmont Industries, Inc. Project Summary Musco 458124 Section Data ··c-· 'D" ·o·· "E'" "E'" Top Ba~c fop Base Top Diameter Diameter Diameter Diameter Diameter (in) (in) (in) lin) (in) S3 0.375 0.375 '"F"" "F"" ""A'"-•'B"" "B'"-""C'' .. C"-"D" "D"-"E" "E"-"F" Base Top !Joint Joint oint Joint oint Diameter Diameter fype Type Type Type Type (in) (in) ---Step Fig. Max 0en (in) 47 Valmont Industries, Inc. Engineering Data ... ovtRvrnw ... l. Structure design conforms to TIA-??7-G Addendum ~ including: 85 mph Wi.nd Speed (3 second gust, 50 year return p0riod) No radial ice considered in the design 60.0 mph Basic W.i.nd Speed with no ice for twist and sway 1:;Ypo:;ure Cutegory C Structure C]assification 11 Topographic Category 3 (H ""' 350) Spectral response acceleration at short periods and l sec.: Ss = 1.07 & Sl = 0.42 Sjte class= C 7. VeedU nes are o.ssumed to be pl<1ced interior to the po 1 e 3. All microwave assumed to be 2 GHz unless otherwise noted 4. Total pole height is 80.0 ft agl 5. Elev.J.tions are measured from top of base plate (appro>'imatel y 1. 0 ft aql) 6. (4) 4 in & (1) 1 in conduit routed through base plate & foundat:ion. ... Po1e Hei.qht. (ft): Bolt Circle (in): Base Shear (lbs): Base Vertical {lbs): Base Moment (in-kips): Structure Anchorage Information*** 79.0 Number of Anchor Bolts: 29.25 12575 13088 7601 ... Djameter of Anchor Bolts (in) Length of Anchor Bolts (in) Projection l,ength {in): Template OD (in): Loading Data*** 1 2 1.50 72.00 8.50 32.75 Without Ice Qty Description ABP Height (ft) EPA (ft"2) Weight 4 SPORTS 1,JGHT 7 8. 67 12. 00 120 1 CR4 7 8. 67 3.21 98 3 SPORTS LIGHT 76.7.1 9.00 90 CR3 7 6. 21 2.45 65 l 5 FT DIA X 8 FT CELL SILO 66. 72 18.90 1000 5 f-"l' DIA X 8 t''T CELL SILO 58.72 18.90 1000 5 FT DIA X 12 FT CELL SII,0 48. 72 47. 25 2000 4 PX BALLAST BOX 1 8. 50 5.50 250 4P BALLAST BOX 15.50 3.90 200 (lbs) BY VALMONT lNOUSTRlES oesign Ld: 458124 FOB.: MUSCO 79.0' POLE, S.lTr.',: CAI.AVl'.:t<.A !\ILLS COMM PAkK, CA 4581?4 Design Code: TIA-222-G Addendum 2 Heiqht Above Base Plate (ft) 79.00 Connections l:3etween Sections *** SUMMARY *** m:s I GN SUMMARY Ground Line Diameter (in) Top Diameter (in) Po1e Taper (in/ft) /First/ 40. 00 24.000 12.750 0.00000 !-lei.qht Above Ground (ft) Type Step Fl.g. Jt. Section Characteristics Base Diameter (in) Top Diameter (in) Thickness (in) Length {ft) Weight (lbs) Yield Strength (ksi) Section Shape /F'irst/ 24.000 24.000 0.37500 40.000 3787 50.00 Round /Second/ 12.750 12.750 0.37500 39.000 1934 50.00 Round Pole Shaft Weight (lbs) Shape: Round -------------------------------------------ANALYSIS SUMMARY------------------------------------------- Pt. of Governing Governing Pole Fixity Level Sec.1 Level Sec.2 Top Governing Load Case WIND WIND WIND WIND Height (ft) 0.00 0.00 40.00 79.00 Resultant Moment (in-kips) 7601 7601 2306 0 Shear Force (lbs) 12615 1?61.5 9413 0 A:t:ial Force (lbs) 12810 12810 7255 0 Combined lnteraction Value 0.89 0.89 0.91 0.00 Total Deflection (in) 0.00 0.00 11.. 67 46.68 Note: Diameters are outside, measured across the flats f'orces and moments are reported in the 1oca1 element coordinate system 2 5721 DATF'. 08/;;6/2019 TMPAX 2/..3.18./. BY VALMONT TNDUSTKH:S Design Ld: 458124 l'OR: MUSCO 79.0' l'OLr;, SJTF,: CALAVERA HILLS COMM PARK, CA 458124 SUMMARY OF SECTION DIMF'.NSTONS AS DETAJ l,F:D Height Above Base Pl,1.te (ft) 79.00 Ground Line Di,1.meter (in) Connections Between Sections Height Above Ground (ft) Type Fl anqe Thickness (in) Weld Root Gap (in) Top Diameter (in) role Taper (in/ft.) h'irst/ 4 0. 00 Step F1q. Jt. Theoretical Design Section Dimension /First/ Base Diameter {in) Top DL:imeter ( in) Thickness (in) Length (ft) As Detailed Section Characteristic Base Diameter (in) Top Diameter (in) Thickness (in) Length (ft) 2 4. 00 0 24.000 0.37500 40.000 /First/ 24.000 24.000 0.37500 39.979 Note: Diameter are outside, measured across the flats /Second/ 12.750 12.750 0.37500 39.000 /Second/ 12 . 7 5 0 12.750 0.37500 39.000 24.000 Pole Shaft Weight (lbs) 12. 7 50 0.00000 Shape: Round 3 5721 DAT~; 08/26/2019 IMl'AX n .3.18 .? BY VALMONT INOUSTRTES Design Id: 158124 FOR: MUSCO 79.0' POLF., SITF.: CAI.AVERA HII.LS COMM PARK, CA 458124 ['Q[_,E SHAl''T POlNT Of' FIXITY REAC'I'lONS Louding Moments Moments Moments Moments Case About About Resultant ldentifjer X-Axis Y-Axis (X & Y) Torsional (in-kips) (in-kips) (in-kips) (in-kips) WIND 0 -7 601 7601 0 T+S 0 -:i.11 0 2110 0 Seismic 0 -787 787 0 Note: Positive vertical force is downward. Reactions are considered in the global coordinate system. Vertical F'orce (lbs) 12 84 9 l 0559 1265.'3 4 Shear ln X-Direction (lbs) 1:1.575 3507 1 l ll Shear ln Y-Di recb on (lbs) 0 0 0 Shear Resultant (X & )') (lbs) l:!575 3507 11 1 l DATE 08/26no19 IMPAX 22.3.18.2 Notes BY VALMONT INOUSTRIF.S Desiqn Id: 4581?'1 FOR: MUSCO 79.0' POT.F., SI'ff'.: CALAVERA !111.I,S COMM PARK, CA 4581::4 DATE 08/26/2019 IMPAX 22.3.18.2 Load Design Code l,oadi.nq Case TlA-222-G Addendum? W1ND *** INPUT LOADS *** Basic Wind Velocity is 85.00 mph Ice Thickness 0.00 Wind Orientation is 0.0 Lleqrees Clockwise From IX Aids Structure Weight Overload Factor is l.?00 t:xposure C, Gust !-'act.or 1 . 1 O Structure Category 2, Topographic Category 'l, Crest Height -150.00 ft. Orientations are Measured Clockwise From lX Axi.s Positive Y A>'.is is 90 Degrees Clockwise Yrom +X Axis Foundation Rotation of 0.00 Degrees Elevation of structure base above surrounding terrain = 1.00 ft Mounting Load Load Orientation Number !!eight lleight F:ccentricity in XY PL:rne Force-X Force-Y (ft) {ft) (ft) (Degrees) (lbs) (lbs) l 78. 67 7 8. 67 0.00 0.00 7 99 2 78.67 78.67 0.00 0.00 214 3 76. 21 76.?.1 0.00 0. 00 600 4 76. 21 76.21 0.00 0.00 163 5 66. 72 66.72 0.00 0.00 12 60 6 58.72 58. 72 0.00 0.00 1258 7 48.72 48.72 0.00 0.00 31?4 8 18.50 18.50 0.00 0. 00 :n;: 9 1 5. 50 15. 50 0.00 0.00 2 30 5 0 0 0 0 0 0 0 0 0 Orientation of System -1~****** +X-Axis ' (Transverse) ' {J.onqitudinal) +Y-AY.iS * (Vertical) +Z-Axis Force-z EPA (lbs) (ft"2) 144 12.00 4-SPORTS LIGH 118 3.21 1-CR4 108 9.00 3-SPORTS LIGH 78 2 .45 1-CR3 1200 18.90 1-5 ft dia x 1700 18. 90 l-5 ft dia. x 2400 47.25 1-5 ft dia >'. 300 5.50 1-4PX Ballast 240 J.90 1-4P Ballast BY VALMONT lNDUSTH.lE',S Desjgn Id: 458ll4 FOR: MUSCO 79.0' POU'., SIT!•;: CALAVERA HILLS COMM PARK, CA 458124 DATE, 0806/::019 TMPAX 22.3.18.2 Load Desi qn Code Loading Case TIA-l22-G Addendum 2 T+S *** INPUT LOADS *** Basic Wind Ve]oc:i.ty is 60.00 mph Ice Thicknes;s 0.00 Wind Orientation i.'. 0.0 Deqrees Clockwise l•'rom ix AY.is Structure Weight Overload }-'actor is 1. 000 F.Y.posure C, Gust Factor 1.10 Structure Category 2, Topographic C1tegory J, Crest Height 350.00 ft Ori en tat ions are Measured Clockwise From t X AY.i s Positive Y Axis is 90 Degrees Clockwise From +X AY:is I-'oundation Rotation of 0.00 Degrees Elevation of structure base above surrounding terrain~ 1.00 ft Mounting Load Load Orientation Number Height Height Eccentricity in XY Plane I-'orce-x ~·orce-Y (ft) lftl (ft) (Degrees) (lbs) (lbs) l 78. 67 78.67 0.00 0.00 2?3 2 78. 67 78. 67 0.00 0.00 60 3 76. 21 76. 21 0.00 0.00 167 4 76. 21 7 6. 21 0.00 0.00 45 5 66.72 66,72 0.00 0.00 351 6 58.77. 58.72 0.00 0.00 351 7 48.72 4 8. 72 0.00 0.00 870 8 18.50 1 8. 50 0.00 0.00 "' 9 15.50 1.5. 50 0.00 0.00 64 6 0 0 0 0 0 0 0 0 0 Orientation of System ➔******* +X-Axis (Transverse) ' ' (Langi tudinal) * /Vertical l ➔Y-Axis * * ~Z-AY.iR r·orce-7, EPA (lbs) (ft"2) 120 l?. 00 1-SPORTS LIGH 98 3 .21 l-CR4 90 9. 00 3-SPORTS LIGH 65 2.45 1-CR3 1000 18. 90 1-5 ft dia x 1000 18.90 1~5 ft dia x 2000 47.25 1-5 ft dia x 250 5 .50 l-4PX Bal last 200 3.90 l-1P Ballast Load BY VALMONT TNDUSTRJES Desiqn rd: 458124 FOR: MUSCO 79.0' POLB, SlTE: CALAVF,RA HlLLS COMM PARK, CA 458124 *** INPUT LOADS *** Design Code TIA-2?.:'.-C Addendum / Loading Case Seismic Seismic ,:i.nal ysi s fo 11 owi nq the F'.qui va lent. Modal Analysis Procedure Structure Category: 2 Site Class: C Response Acceleration at short periods: 1.07 Response Acceleration at one second: 0.42 The above are used to obtain the acceleration and velocity based site coeff.icients f<"a and ~'v F'oundation Rotation of 0.00 Degrees Elevation of structure base above surrounding t.errai.n = 1.00 ft Mounting LO<J.d Load Orientation Number Height Height Eccentricity in XY Plane Force-X Force-Y Force-Z (ft) (ft.) (ft) (Degrees) (lbs) (lbs) (lbs) 1 78.67 78.67 0.00 0.00 0 0 144 ? 78.67 7 8. 67 0.00 0.00 0 0 118 3 76.21 76.21 0.00 0.00 0 0 108 4 76.?1 76.21 0.00 0.00 0 0 78 5 66.72 66.72 0.00 0.00 0 0 1200 6 58.72 58.72 0.00 0.00 0 0 1200 7 48. 7? 48. 72 0.00 0.00 0 0 2400 8 18.50 18.50 0.00 0.00 0 0 300 9 15. 50 15.50 0.00 0.00 0 0 240 7 EPA (ftA?) 12.00 3 . 21 9.00 2.45 18.90 18.90 47.25 5.50 3.90 DATE 08/26/2019 IMPAX 2:'..J.18.? 4-SPORTS LIGH l-CR4 3-SPORTS LIG!l 1-CR1 1-5 ft dia X 1-5 ft dia x: 1-5 ft dia x l-4PX Ballast l-4P Ballast HY VALMONT INDUSTRIES FOR: MUSCO 79.0' POLE, s1n~: CALAVEKA HILLS COMM PARK, CA 458P4 DATE 08/26/2019 Design Id: 458124 IMPAX 72.3.18.7 .,. Properties .., Distance Diameter F'rom Across Wall 0/t w/t Moments of Connection Rase Flats Thickness Across Across lnertia Area Locut:ions (ft.) (in) {in) 1-'.luts Flats (in" 4) ( in"/) Top of Sect 7 79.00 12. 750 0.3750 -~1. 00 279 14.57 78.67 1:1.. 750 0.3750 34.00 279 1 4. 57 76 .21 12.750 0.3750 34. 00 ng 11). 57 74. 00 1:1. 7 50 0.3750 34.00 279 14.57 69.00 12. 7 50 0.3750 34. 00 279 14. 57 66.7] 12.750 0.3750 34.00 279 1 4. 57 64. 00 12. 7 50 0.3750 34.00 279 14.57 59.00 12.750 0.3750 34.00 279 14.57 58.72 12.750 0 .. 17 50 34. 00 279 14. 57 54.00 12.750 0.3750 34.00 ng 1 4. 57 49.00 12.750 0.3750 34. DO 279 14. 57 48.72 1?. 7 50 0. 37 50 ,14. 00 279 14.57 44.00 12.750 0.3750 34.00 279 14.57 40.00 12.750 0.3750 34.00 279 14.57 Top of Sect 1 40.00 24.000 0.3750 64. 00 1939 27. 82 39.00 24.000 0.3750 64. 00 1939 27. 82 34.00 24.000 0.3750 64. 00 1939 27. 82 29.00 24.000 0.3750 64.00 1939 27. 82 24.00 24.000 0.3750 64.00 1939 27. 82 1 q. 00 ;-,4. 000 0.3750 64.00 1939 27. 87 18.50 24.000 0.3750 64.00 1 9J9 '?.7.87 1 5 .. SO 24.000 0.3750 64.00 1939 27. 82 14.00 74.000 0.3750 64. 00 1 939 27.82 9.00 24.000 0.3750 64. 00 1939 27. a:! 4.00 24.000 0.3750 64.00 1939 77.8/ rt of f-'iY.i ty 0.00 24.000 0. 37 50 64. 00 1939 27. 82 8 BY VALMONT [NDUSTRIES FOR: MUSCO 79.0' POLE:, SITE: CALAVERA HILLS COMM PARK, CA 4581;'.4 DAT~ 08/76/2019 Design ld: 458124 IMPAX 22.3.18.2 r;orces and Moments for Pole in the l,ocal Element Coordinate System Loading Case WLND Di.st. From Resultant Shear Shear Resultant Base Mz My Mx & My Torsion X-Di.r. Y-Di r. Shear Axial (ft) (in-kips) (i.n-kips) {in-kips) (in-kips) (1 bs) (lbs) (lbs) (lbs) 79.00 0 0 0 0 0 0 0 0 78.67 0 0 0 0 1 6 0 16 20 78.67 0 0 0 0 1048 0 1048 192 76.21 0 -33 33 0 1165 0 1165 338 76.21 0 -33 33 0 1941 0 1941 457 74.00 0 -85 85 0 :?046 0 2046 589 69.00 0 -215 215 0 2282 0 2282 888 66.72 0 -279 279 0 2390 0 2390 1023 66.72 0 -279 279 0 374 6 0 3746 2116 64.00 0 -404 404 0 3869 0 3869 2287 !jg .00 0 -643 643 0 4099 0 409SI 2592 58.7'?. 0 -657 657 0 4112 0 4112 2609 58.72 0 -657 657 0 5451 0 5451 1721 54.00 0 -972 972 0 5643 0 5643 4042 49.00 0 -1317 1317 0 5855 0 5855 4365 48.72 0 -1337 1337 0 5868 0 5868 4382 48.72 0 -1337 1337 0 9102 0 91:)2 6627 44.00 0 -1858 1858 0 9235 0 9235 7017 40.00 0 -2306 2306 0 9413 0 9413 7255 40.00 0 -2306 2306 0 9366 0 9366 7315 39.00 0 -2419 2419 0 9436 0 94 36 7445 34.00 0 -2997 2 9g7 0 9822 0 9822 8044 79.00 0 -3599 3599 0 10194 0 1 01 94 8651 24.00 0 -4222 4222 0 10548 0 10548 9266 19.00 0 -4867 4867 0 10905 0 10905 9863 18.50 0 -4 932 4932 0 10913 0 10943 9920 18.50 0 -4932 4 932 0 11263 0 11263 10?33 15.50 0 -5342 5342 0 11485 0 11485 10574 15.50 0 -53'12 534;:' 0 11693 0 ll.693 10838 14.00 0 -5553 5553 0 11757 0 11757 11056 9.00 0 -6269 6269 0 1::1.040 0 12040 11705 4. 00 0 -7003 7003 0 173;:'2 0 12322 12355 0.00 0 -7601 7601 0 12615 0 12615 1 ::'.810 9 BY VAl,MONT INDUSTRIES FOR: MUSCO 79.0' POLF., SITE: CALAVERA HILLS COMM PARK, CA 458124 DATE 08/26/2019 Design ld: 458124 lMf'AX 22.3.18.2 Deflections and Stresses for Pole Loading Case w fND *"* Deflectjons and Stresses **" Distance Oef1. Aida] l''leY.Ur<l l Shear Torsio:1 Combined From Defl. Defl. Result.ant Defl. Tnterc1ct.ion lnteraction [ nteraction rnteract.ion Stress l1ase X-Dir Y-Di r X & y Z-Dir Xotation Term Term Term Term Interaction (ft) ( in) (in) (in) ( in) (deg.) 79. 00 46.7 0.0 4 6. 7 1.. 5 4.99 0.00 0.00 0. 00 0.00 0.01 78.67 46.3 0.0 46. 3 1.5 4. 99 0.00 0.00 0. 00 0.00 0.01 78.67 46.3 0.0 46.3 l.5 4.99 0.00 0.00 0. 01 0.00 0.01 76.2] 43.8 0.0 43.8 1. 4 4. 99 0.00 0.01 0.01 0.00 0.01 74. 00 41. 5 0.0 41. 5 1. 3 4.98 0.00 0.03 0.01 0.00 0.03 69.00 36.3 0.0 36.3 1. 1 4.91 0.00 0.08 0.01 0.00 0.08 66.72 34.0 0.0 34.0 1..0 4.86 0.00 0.11 0. 01 0.00 0. 11 66.72 ]4.0 0.0 34.0 1. 0 4.86 0.00 0 .11 0.02 0.00 0.11 64.00 31. 2 0.0 31.2 0. 9 4.79 0.00 0. 16 0.02 0.00 0. 16 59.00 26.3 0.0 26.3 0.7 4.56 0.00 0.25 0.03 0.00 0.25 58.72 26 .0 0.0 26.0 0.7 4. 55 0.00 0.25 0.03 0.00 0.26 54. 00 21. 7 0.0 21. 7 0.5 4.22 0.00 0.38 0. 03 0.00 0.38 49.00 17.5 0.0 17. 5 0.3 3.74 0.01 0.51 0. 04 0.00 0.52 18. 77. 17 .3 0.0 17 .3 0.3 3.70 0.01 0.52 0.04 0.00 0.52 48.72 17.3 0.0 17.3 0.3 3.70 0.01 0.52 0.06 0.00 0. 53 44. 00 13. 9 0.0 13. 9 0.2 3.06 0.01 0.72 0.06 0.00 0.73 40.00 11. 7 0.0 11. 7 0.2 2.35 0.01 0. 89 0.06 0.00 0.91 40.00 11. 7 0.0 11. 7 0.2 2.35 0.01 0.27 0.03 0.00 0.27 39.00 11.2 0.0 11.2 0.2 2.33 0.01 0.28 0.03 0.00 0.29 34. 00 8. 8 0.0 B.8 0.1 2.16 0.01 0.35 0.03 0.00 0.35 29.00 6.7 0.0 6.7 0. 1 1.% 0.01 0.42 0.03 0.00 0.42 24.00 4.7 0.0 4.7 0.1 1. 72 0.01 0.49 0.03 0.00 0.50 19.00 -3.1 0.0 3. 1 0.0 1. 44 0.01 0.56 0.03 0.00 0.57 18.50 2.9 0.0 2.9 0.0 1. 41 0.01 0.57 0. 03 0.00 0.58 18.50 2.9 0.0 2.9 0.0 1 . 41 0. Ol 0.57 0.04 0.00 0.58 1 5. 50 ? . 1 0.0 ? . 1 0.0 1 ./,2 0.01 0.62 0. 04 0.00 0.63 14. 00 l. 7 0.0 1. 7 0.0 l.P O.Ol 0.64 0.04 0.00 0.65 9.00 0.7 0.0 0.7 0.0 0.76 0.01 0.73 0.04 0.00 0.74 4. 00 0 ., 0.0 0.2 0.0 0.]6 0.01 0.81 0.04 0.00 0.82 0.00 0.0 0.0 0.0 0.0 0.00 0.01 0.88 0.04 0.00 0.89 10 f3Y VALMONT INDUSTRIES FOR: MUSCO 79.0' POLE, SITE: CALAVERA HILLS COMM PARK, CA 4581:)4 DATF. 08/26/2019 Design rct: 458124 IMPAX ::'?.3.]8.2 Vorces and Moments for Pole in the Local E1ement Coordinate System J.oadi.nq Case TIS Dist. From Resultant Shear Shei:!r Resul t.:.mt Base Mx My MY. & My Torsj on X-Di r. Y-Dir. Shec1r Axial (ft) (in-kips) (i.n-ki.ps) (in-ki.ps) (in-kips) (1bs) (lb,,) (lbs) (1 bs) 79.00 0 0 0 0 0 0 () 0 78.67 0 0 0 0 4 0 4 17 78.67 0 0 0 0 ?92 0 292 228 76.21 0 -s g 0 324 0 324 350 76.21 0 -9 9 0 540 0 5'10 499 74. 00 0 -24 24 0 569 0 569 609 69.00 0 -60 60 0 634 0 634 857 66.72 0 -78 78 0 663 0 663 970 66.72 0 -78 78 0 1038 0 1038 1962 64.00 0 -112 112 0 1071 0 1071 2097 59.00 0 -178 178 0 1135 0 lJ 35 2346 58.72 0 -182 182 0 1138 0 1138 2360 58.72 0 -18? 182 0 1508 0 15Cl8 3353 54. 00 0 -269 269 0 1562 0 1562 3590 49.00 0 -365 365 0 1621 0 1621 3840 48.72 0 -370 370 0 1624 0 1624 3854 48.72 0 -370 370 0 2521 0 2521 5842 44.00 0 -515 515 0 2560 0 2560 6085 40.00 0 -639 639 0 2609 0 2689 6283 40.00 0 -639 639 0 2598 0 2598 6288 39.00 0 -670 670 0 2618 0 2618 6384 34. 00 0 -831 831 0 :l.7?6 0 2726 6859 79.00 0 -998 998 0 2830 0 2830 7336 24. 00 0 -1171 1171 0 /9/9 0 2929 781.3 19.00 0 -1350 1350 0 3030 0 3030 8288 18.50 0 -1368 1368 0 30tJO 0 3010 8336 18.50 0 -1368 1368 0 3130 0 3130 8587 15.50 0 -1482 1482 0 3191 0 3191 8871 15.50 0 -1 482 1487 0 .3?50 0 J250 9073 14. 00 0 -1540 1540 0 3270 0 3270 921 8 9.00 0 -1740 1740 0 3352 0 3352 9698 4.00 0 -19,H 1941 0 3434 0 3434 l O 178 0.00 0 -211 0 2110 0 351 6 0 3516 1 0556 11 BY VALMONT INDUSTRIES l•'OK: MUSCO 79. 0' POl,E, SlTE: CALAVE:RA HTLLS COMM PARK, CA 458124 DAT~ 08/26/2019 Design ld: 4581?4 1MPAX n.J.18.? DefJect:ions and Stresses for Pole Loading Case T+S *** Deflections and Stresses*** Distance Def]. AY.ia1 r'lexura l Shear Torsio:1 Combined From Def1. Defl. 1-1.e~.,u 1 tant Def1. Tnteraction Tnteraction Tnteraction lnteraction Stress Base X-Dir Y-Dir X & y 6-Dir Rotation Term Term Term Term Tnteraction (ft) (in) (in) (in) ( in) (deg.) 79. 00 13.0 0.0 LLO 0. l 1.38 0.00 0. 00 0. 00 0.00 0.01 78. 67 P.9 0.0 P.9 0. l l.38 0.00 0.00 0. 00 0.00 0.01 76.'.21 l 2. 1 0.0 1:1.1 0. 1 1.38 0.00 0.00 0.00 0.00 0.01 74. 00 11. 5 0.0 11. 5 0. 1 1. 38 0.00 0. 01 0.00 0.00 0.01 69.00 10. 1 0.0 10.1 0. 1 1.36 0.00 0.02 0.00 0.00 0 02 66.72 9.4 0.0 9.4 0.1 1. 35 0.00 0.03 0.00 0.00 0. 03 66.72 9. 4 0.0 9.4 0.1 l. 35 0.00 0.03 0.01 0.00 0. 03 64.00 8.7 0.0 8.7 0.1 1. 33 0.00 0.04 0.01 0.00 0.05 59.00 7.3 0.0 7.3 0. l 1.27 0.00 0.07 0.01 0.00 0.07 58.72 7.2 0.0 7.2 0.1 1 . 26 0.00 0.07 0.01 0.00 0.07 54. 00 6.0 0.0 6.0 0.0 1.17 0.00 0.10 0.01 0.00 0. 11 49.00 4.9 0. 0 4.9 0.0 1.04 0.00 0.14 0.01 0.00 0.15 48. 72 4. 8 0.0 4.8 0.0 1.03 0.00 0.14 0.01 0.00 0.15 48.72 4.8 0.0 4.8 0.0 1.03 0.01 0.14 0.02 0.00 0.15 44.00 3.9 0.0 3. 9 0.0 0.85 0.01 0. 7,0 0.07, 0.00 0. 21 40.00 3.2 0.0 3.2 0.0 0.65 0.01 0.25 0.02 0.00 0. 26 40.00 3.2 0.0 3.2 0.0 0.65 0.00 0.07 O_Ol 0.00 0. 08 39.00 3. 1 0.0 3. 1 0. 0 0.65 0.00 0.08 0.01 0.00 0.08 J,1. 00 2. 4 0.0 7. ,1 0.0 0.60 0.00 0. 10 0.01 0.00 0. 1 0 29.00 1. 9 0.0 l. 9 0.0 0.54 0.01 0.12 0.01 0.00 0.12 74.00 1 . 3 0.0 1. 3 0.0 0.48 0.01 0. 14 0.01 0.00 o. 1 4 19.00 0.9 0.0 0.9 0.0 0. 4 0 0.01 0. 16 0.01 0.00 0.16 18.50 0.8 0.0 0.8 0.0 0.39 0.01 0. 16 0 . 01 0.00 o. 16 15.50 0.6 0.0 0.6 0.0 0.34 0.01 0. 17 0.01 0.00 0.18 14.00 0.5 0.0 0.5 0.0 0.31 0.01 o. 18 0. 01 0.00 0.19 9.00 0.2 0.0 0.2 0.0 0.21 0.01 0.20 0.01 0.00 0.21 4.00 0.0 0.0 0.0 0.0 0. 1 0 0.01 0.23 0. 01 0.00 0.23 0.00 0.0 0.0 0.0 0.0 0.00 0.01 0.24 0.01 0.00 o. :~5 12 BY VALMONT INDUSTRIES .!:"OR: MUSCO 79.0' POLE, SITE: CALAVERA HTLLS COMM PARK, CA 458124 DATE 08/26/;'.019 Design ld: 458124 lMI'AX ;:2.3.18.2 Forces and Moments for Pole in the Local Element Coordinate System Lauding C<J.se Sei.smic Di st. l.''rom Resultant. Shear Sheur Resultant Base Ms My MY. & My Torsion X-Dir. Y-Di.r. Shear Ar.ial (ft) (in-kips) (in-kips) (in-kips) (in-kips) (lbs) (lbs) ( lbs) (1 bs) 79.00 0 0 0 0 0 0 0 0 78.67 0 0 0 0 J.5 0 l.5 ?O 78.67 0 0 0 0 :'. 1 .3 0 21"3 279 76.21 0 -8 8 0 31:'. 0 312 ·P:4 76.21 0 -8 8 0 426 0 426 608 74.00 0 -20 20 0 498 0 498 739 69.00 0 -53 53 0 608 0 608 1035 66.72 0 -70 70 0 638 0 638 11 70 66.72 0 -70 70 0 86] 0 861 2368 64.00 0 -99 99 0 882 0 882 2530 59.00 0 -152 15/. 0 895 0 895 28?B 58.72 0 -155 155 0 895 0 895 2841 58. 72 0 -155 155 0 889 0 889 4045 54.00 0 -205 205 0 874 0 874 4327 49.00 0 -257 257 0 856 0 856 4626 48.72 0 -260 260 0 855 0 855 4642 48.7?. 0 -260 260 0 759 0 759 7044 44. 00 0 -303 303 0 739 0 739 7326 40.00 0 -338 338 0 744 0 744 7565 40.00 0 -338 338 0 736 0 736 7565 39.00 0 -347 347 0 740 0 740 7679 34.00 0 -393 393 0 776 0 776 8717 29.00 0 -441 441 0 826 0 826 8816 24.00 0 -492 497 0 879 0 879 9384 19.00 0 -547 547 0 932 0 9:P 9952 18. 50 0 -552 557 0 ~37 0 937 1 0009 18.50 0 -552 552 0 964 0 964 10309 15.50 0 -588 588 0 996 0 9% l 0650 1 5. 50 0 -588 588 0 1015 0 l 015 1 0890 14.00 0 -606 606 0 lo;~ 6 0 1026 11061 9.00 0 -669 669 0 1066 0 1066 11630 1.00 0 -734 734 0 1099 0 1099 12198 0.00 0 -787 787 0 1.115 0 1115 1 7653 13 BY VAI,MONT INDUSTRIES f"OR: MOSCO 79.0' POLE, SlTE: CALAVF.RA !ITLLS COMM PARK, CA 458124 DATE 08/26/2019 Design Id: 458124 TMPAX n.3.18.2 Deflections and Stresses for Pole Loadinq Case Seismic *** Deflections and Stresses*** Di stance Def1. Ax:ial 1-'lexura 1 Shear Torsion Combined From Defl.. Defl. Resultant Defl. rnteraction Interact.ion Interaction Interaction Stress Base X-Di.r Y-Djr X & y ~-Dir kotat.ion Term Term Term Term Interaction (ft) (in) (in) (in) {:in) (deg.) 79.00 6.3 0.0 6.3 0.0 0.77 0,00 0.00 0. 00 0.00 0.01 78.67 6.3 0.0 6.3 0.0 0. 77 0.00 0.00 0.00 0.00 0.01 76. 21 5.9 0.0 5.9 0.0 0.77 0.00 0.00 0.00 0.00 0. 01 74. 00 5.5 0.0 5.5 0.0 0.77 0.00 0. 01 0.00 0.00 0.01 69.00 4.7 0.0 4.7 0.0 0.75 0.00 0.02 0.00 0.00 0.02 66.72 4.4 0.0 4.4 0.0 0.74 0.00 0.03 0.00 0.00 0.03 66.72 4.4 0.0 4. 4 0.0 0.74 0.00 0.03 0.01 0.00 0.03 64. 00 4.0 0.0 4.0 0.0 0.72 0.00 0.04 0. 01 0.00 0.04 59.00 3.2 0.0 3.2 0.0 0.67 0.00 0.06 0.01 0.00 0.06 58.72 3.2 0.0 3.2 0.0 0.67 0.00 0.06 0.01 0.00 0.06 58.72 3.2 0.0 3.2 0.0 0.67 0.00 0.06 0.01 0.00 0.07 54. 00 2 .6 0.0 2.6 0.0 0.59 0.01 0.08 0. 01 0.00 0.08 49.00 2 .0 0.0 2.0 0.0 0.50 0.01 0. 10 0.01 0.00 0.11 48.72 2 .0 0.0 2.0 0.0 0. 4 9 0.01 0.10 0.01 0.00 0.11 48.72 2 .0 0.0 2.0 0.0 0.49 0.01 0.10 0. 00 0.00 0.11 44.00 1.5 0.0 1. 5 0.0 0.38 0.01 0.12 0.00 0.00 0. 13 40.00 1.3 0.0 1. 3 0.0 0.27 0.01 0.13 0.00 0.00 0.14 40.00 1.3 0.0 1.3 0.0 0.27 0 .01 0. 04 0.00 0.00 0.04 39.00 1.2 0.0 1.2 0.0 0. 2 6 0.01 0. 04 0.00 0.00 0.05 34.00 1.0 0.0 1.0 0.0 0.24 0.01 0.05 0.00 0.00 0.05 29.00 0.7 0.0 0.7 0.0 0 .71 0.01 0.05 0.00 0.00 0.06 24. 00 0.5 0.0 0.5 0.0 0.19 0. 01 0.06 0.00 0.00 0.06 19.00 0.3 0.0 0.3 0.0 0 .15 0.01 0.06 0.00 0.00 0.07 18.50 0.3 0.0 0. 3 0.0 0. 15 0.01 0.06 0.00 0.00 0.07 15.50 0.2 0.0 0.2 0.0 0. 13 0. 01 0.07 0.00 0.00 0.08 14. 00 0.2 0.0 0.2 0.0 0.12 0.01 0.07 0.00 0.00 0.08 9.00 0. 1 0.0 0. 1 0.0 0.08 0.01 0.08 0. 00 0.00 0.09 4. 00 0.0 0.0 0.0 0.0 0.04 0.01 0.09 0.00 0.00 0.09 ().00 0.0 0.0 0.0 0.0 0.00 0.0] 0.09 0.00 0.00 0. 10 MTNTMUM DIWLF,C'TTON RAT TO / / T)F',FLF.CT TON L TMI'f / OE~'l,ECT I ON // lS 14 RY VALMONT lNDUSTRIES Design Id: 458124 VOR: NUMHF.R OF BOLTS ]_;) DJAME'.TER (tN.) 1 . 500 MUSCO 79.0' l'OU'., SITE: CALAVERA llILLS COMM PAAK, CA 458124 SH1PI'ED F'ROJECTlON GALVANIZED LENGTH WEIGHT AS LE:NGT!-1 Lt',NGTH ( lN.) (Kl I'S) (TN.) (IN.) 72.00 0. 51 801,TS, TEMPLATES 8.50 72. 00 DATE 08/26/;'.□19 lMPAX 22.3.18.2 TIIRF:AD SIZE 6-UNC-2A S'J'El~L S Pr~C. STEtL Sf'ECli''. MAXIMUM BOLT MAXIMUM BOLT i'~ACTORED NOMINAL STRESS INTF:RACTTON VALUF, CONJ•'IGURA'l'ION OF LlO'l'TOM J.,;ND VALMONT SJ 00 F'1554 FORCE (KIPS) 7 0 .18 SHEAR i''ORCI'.: Ti''.NS. STRENGTH (KIPS) (KIPS) 1 .05 81.60 Al-<EA (SQ. IN.) 1 • 41 0.86 THREADED WTT!-1 fl[~AVY m:x H!~AD NUT NOTE: BOI,T INTERACTION VALUE WAS CALCULATED BY DIVIDING SHEAR FORCF: RY FACTOR Rf.LATED TO DF:TATL TYPE cl) IN EIA-G SPECS • MAX. BOLT CIRCLE 29.25 lN. BASE PLATE DIAMETER (IN.) 33.25 EFFECTIVE PLATE WIDTH (IN.) 6.28 STEEL SPF,C IF'. VAL.MONT S56 ** !,OADS AT POLE BAS!-: IN THE LOADING CASF: TDF,NTTFICATTON MOMENT ABT. X-AXIS (IN-KIP) MOMENT AB'l'. Y-AXlS {lN-KlP) SHEAR FORCE j LB. ) VERTJ.CAL l-'ORCE (LB.) ... B01,T COORDINATES (I.N.) *** BOLT NO. X-COORD Y-COORD • BOLT NO. X-COORD Y-COORD 1 14.675 0.000 . 2 12.666 7. 313 3 7. 313 P.666 . 4 0.000 14.625 TEMPLATE DIAMETER -32.75 IN. *** BASE PLATE CHARACTERISTICS GOVERNED BY LOADING CASE WIND *** BASE PLATE ACTUAL RAW MATERIAL POLE DIAM. THICKNESS WEIGHT WEIGHT (MAJOR DIAM.) (IN.) (KIPS) (KIPS) (IN.) 1. 7 5 0.24 0.55 2 4. 00 PLASTIC MOME:NT IN PLASTIC FACTORED SECTION MOD. BASF.: PLATE MOMF.NT RESJSTlNG MOM. (CU. TN.) (lN. -K) (IN. -K) (IN. -K) 4.81 185.02 740.53 216.48 STEEL EFFECTIVE ST.k.ESS SP!::Cir'. YIELD STRE~SS RATIO OTHER (KSI) A572 50 0.85 Gl,OBAI, COORDINATE SYSTF.M ************************** LOADLNG CASES************************* ]MAX Cl{lTE:RION-LOAD CASE WfND T+S 0 Q -7601 1257 5 1284 8 -7110 3507 10559 Seismic Q -787 1110 12653 15 ] MOMENT ABT. X WIND ]MOMENT ABT. Y ]RES. MOMENT ] SHEAR FORCF, ] BOLT FORCF'. ] BOL'I' 'l'E:NS ION WIND WIND WI.ND WIND WIND Range Design: OJstomer: Musco Site: Galavera HUis Comm Park, CA Valmont Order Number: 458124 Flange Height: 40 ft agt design code: BA-0 reacions al flange ht: moment=M= shear= V = base pole diameter • ~ ... • base pole wall thickness• \,oi., wol-base "' top pole dameter • dp..1op • top pole wall thickness"' \.ol.waa.1op = flaDOO bolts. number of lange bolts = T\.o1s = flange bolt ciameter .. dt... .. flange bolt drde diameter • d1:c • fy-bol = , ..... net area of bolt "' Aboh = max bolt torce .. (4*M)/(~ •~ .. T -,.. max bolt stress= T bolt"~= CSR"'" base flange plate· flarge ptate thickness"" tpi~ = flange plale ultimate stress"' Fu-p,u = flange plate yield stress = F y.p-= moment arm between bolts & ?P8 = M..., = 1/2*(di,a1•'-dtxc)-1/2"'-.... = moment in flange = Mtiang .. = T t,.,,tM"'"' = effective plate width = be11 = ;c"cft.!nt.,15 = Sn..,i. = b.,,r*\,i.t.2/6 "" Ze..,g.,"' bo11"lp1a1.,2/4 = EIA-G flange plate stress = fplate "' Mflange/Zllange = CSR"- top flange gate: 11ange plate thickness = t,,,_8 = flange plate ultimate stress ,., F u--p1ae,., flange plate yield stress= fy-p• = moment arm between bolts & pipe= M..,, = 1/2"(dm:~ = moment in flange= Mri..,g., == Tt,ot"Marm = effective ptate \'Adth = ba1 = x"clp,&e/l'\,.,113 = ~. = bo11"1pi..,2/6 = ~ .. • b.,,t\,i-2/4"" EIA-G flange plate stress= fplate == Mflange/Zllange = CSRc:= 2306 in-k 9.413 k 24 in 0.375 in 12.75 in 0.375 in 8 1.25 In 18 in 92 ksi 120 ksi 0.969 in2 64.1 k 66.1 ksi<R0.75•Fu, OK 0.73 OK 1.75 in 65 ksi 50 "" 2.8125 In 180.2 ln-k 7.07 in 3.608 In~ 5.412 in~ 33.3 ksi<: 0.9•50ksi, OK 0.74 2 in 65 ksi 50"" 2.625 in 168.1 in-k 5.01 in 3.338 inJ 5.007 inJ 33.6 ksi<= 0.9•50ksi, OK 0.75 24in base po~ OD 12. 75in tO.E_ 12_qle OD (8) 1.25ff dia. bolts on 18" b.c. 18in b.c. 0 -D TORO INTERNATIONAL GEOTECHNICAL INVESTIGATION for GEOTECHNICAL ENGINEERING AT&T LIGHT STANDARD AND EQUIPMENT ENCLOSURE CALAVERA HILLS COMMUNITY PARK -CAL01039 2997 GLASGOW DRIVE CARLSBAD, CALIFORNIA Prepared For: DE PRATTI, INC. 13948 CALLE BUENO GANAR JAMUL, CA 91935 Prepared By: TORO INTERNATIONAL 1 LEAGUE # 61614 IRVINE, CA 92602 (949) 559-1582 July 30, 2019 1 LEAGUE # 61614 • IRVINE, CA 92602 • TEL. (949) 559-1582 • FAX. (949) 266-8911 0 -D TORO INTERNATIONAL July 30, 2019 De Pratti, Inc. 13948 Calle Bueno Ganar Jamul, CA 91935 GEOTECHNICAl. ENGINEERING TI Project No. 13-107 .32 Subject: Geotechnical Investigation for Proposed AT&T Light Standard and Equipment Enclosure, Calavera Hills Community Park Site, CAL01039, 2997 Glasgow Drive, Carlsbad, California Toro International (TI) has completed geotechnical investigation for the proposed AT&T Light Standard and Equipment Enclosure, Calavera Hills Community Park Site, CALO 1039, located at 2997 Glasgow Drive, Carlsbad, California. This report presents our findings, conclusions and recommendations for construction of the proposed AT&T Light Standard and Equipment Enclosure. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed AT&T Light Standard and Equipment Enclosure provided our geotechnical recommendations presented in this report are implemented. If you have any questions, please let us know. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL Hantoro Walujono, GE 2164 Principal 1 LEAGUE # 61614 • IRVINE, CA 92602 • TEL. (949) 559-1582 • FAX. (949) 266-8911 · TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 1 I . I General ..................................................................................................................... I 1.2 Proposed Development ............................................................................................ 1 1.3 Site Description ........................................................................................................ 1 1.4 Scope of Work ........................................................................................................ .3 2.0 FIELD EXPLORATION AND LABORATORY TESTING ............................................. .4 2.1 Field Exploration ..................................................................................................... 4 2.2 Laboratory Testing .................................................................................................. .4 3.0 SITE CONDITIONS ............................................................................................................ 6 3.1 Geology .................................................................................................................... 6 3 .2 Groundwater ............................................................................................................ 6 3.3 General Subsurface Conditions ............................................................................... 6 4.0 SEISMICITY ....................................................................................................................... 7 4.1 General ..................................................................................................................... 7 4.2 Ground Motion ........................................................................................................ 7 4.3 Seismic Design ......................................................................................................... 8 4.4 Liquefaction Potential .............................................................................................. 8 5.0 CONCLUSIONS AND RECOMMENDATIONS .............................................................. 9 5.1 General ..................................................................................................................... 9 5.2 Overexcavations/Removals ..................................................................................... 9 5.3 Grading and Earthwork ............................................................................................ 9 5 .4 Foundation Design Parameters .............................................................................. I 0 5.5 CementType .......................................................................................................... 14 5.6 Geotecbnical Observation and Testing .................................................................. 14 6.0 LIMITATIONS .................................................................................................................. 15 7.0 REFERENCES .................................................................................................................. 16 0 -TORO □ INTERNATIONAL Section List of Figures Figure I. Figure 2. Figure 3. Figure 4. List of Tables Table I. TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Site Location Map .................................................................................................... 2 Boring Location Map ............................................................................................... 5 Retaining Wall Backdrain Detail-Composite Drain Alternative ........................... 12 Retaining Wall Backdrain Detail-Crushed Rock Alternative ................................ 13 Summary of Fault Parameters .................................................................................. 7 APPENDICES Appendix A -Field Exploration Appendix B Laboratory Test Results Appendix C -Seismic Design Parameters 0 -TORO □ INTERNATIONAL 1.0 INTRODUCTION 1.1 General C'alavera Hills Park/CAL01039 July 30, 2019 Page: l This report presents the results of geotechnical investigation perfonned by Toro International (TI) for proposed AT&T Light Standard and Equipment Enclosure at Calavera Hills Community Park Site, CAL0J039, located at 2997 Glasgow Drive, Carlsbad, California. A Site Location Map is presented in Figure I showing the approximate location of the project site. The purpose of the geotechnical investigation is to provide geotechnical recommendations for construction of the AT&T Light Standard and Equipment Enclosure and its associated site preparation. Our geotechnical investigation was conducted based on plans issued for DRM Redlines, Sheets TO I, AO! through A04, BO! and B03, prepared by DCI Pacific and dated May 7, 2019. 1.2 Proposed Development Our understanding of the proposed construction is based on the above-mentioned plans. The height of the proposed light standard will be about 80 feet above the ground surface. The proposed light standard will support a total of sixteen antennas with four sectors. The area of the proposed equipment enclosure will be about 135 sqft. The equipment slab-on-grade will be reinforced and stiffened at its edges. The thickness of the slab will be 6 inches. The estimated load from the equipment will be about 40 kips. Retaining walls up to about 5 feet high will be constructed to accommodate the grade differences. 1.3 Site Description The proposed site for the AT&T facility will be placed within a park, Calavera Hills Community Park, located at 2997 Glasgow Drive, Carlsbad, California. The proposed light standard will be located on the west side of a baseball field and the proposed equipment enclosure will be located on the downhill of the location oflight standard. The proposed site for the light standard is currently bounded to the west by the 2: I-gradient-descending slope of about 30 feet high and to the other directions by portions of the baseball field. The proposed location of the equipment enclosure is bounded to the east by an ascending 2: !-gradient-slope, to the west by Tamarack Avenue and to the other directions by portions of the slope. The proposed site for the light standard is a relatively flat area and the proposed site for the equipment enclosure is a 2: I slope area. The overall site is a hilly area. 0 -TORO □ INTERNATIONAL ""· (••' ['.,:.,.. "''"'Ila 0 Q -.-=-d "111 'SW ttm m, ,w ---~ Hrr-' Ul'MtrRS I WGS84117°17'00" W TORO INTERNATIONAL Geotecl111ical E11gineeri11g SITE LOCATION MAP CALAVERA HILLS PARK PROJECT NO. 13-107.32 FIGURE 1 Page: 2 1.4 Scope of Work Calavera Hills Park/CAL01039 July 30, 2019 Page: 3 The scope of work for this geotechnical investigation consisted of the following: • Review of published reports and geologic maps pertinent to the site • Field exploration, consisting of drilling and logging one boring to a maximum depth of7 feet due to refusal encountered at that depth. • Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils • Evaluation of the general site geology which could affect the proposed development • Evaluation of ground shaking potential resulting from seismic events occurring on significant faults in the area • Engineering analyses of the collected data to develop geotechnical recommendations for foundation design of the light standard, equipment enclosure, retaining walls, seismic analyses and site preparation for the proposed concrete slab-on-grade • Preparation of this report presenting our findings, conclusions, and recommendations. 0 ~ TORO INTERNATIONAL Cala\'era Hills Park/CALO 1039 July 30, 2019 Page: 4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration The subsurface conditions were explored by drilling one boring. The maximum depth of the boring is about 7 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the log of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density, direct shear and sieve analyses. Moisture content and in-situ density test results are shown in the Borings Log in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. 0 .TORO LJ INTERNATIONAL LEGEND • B-1 : Approximate Location of Boring No. B-1 I i i i i ~-j ___ _ TORO INTERNATIONAL BORING LOCATION MAP CALAVERA HILLS PARK PROJECT NO. 13-107.32 FIGURE 2 Page: 5 3.0 SITE CONDITIONS 3.1 Geology Cala\'era Hills Park/CALO 1039 July 30, 2019 Page: 6 TI1e subject sites are located approximately 344 and 314 feet above mean sea level for the proposed light standard and equipment enclosure, respectively. The site is located within the Eocene Marine (Rogers, 1992). The marine materials are Tertiary in age and the thickness is probably more than several hundred feet. The marine materials consist primarily of a mixh1re of silt, sand and clay. 3.2 Groundwater Groundwater was not encountered during our field exploration. The maximum depth of the borehole is 7 feet below the ground surface due to refusal encountered at that depth. 3.3 General Subsurface Conditions In general, the site for the proposed development is underlain by silty clay with pieces ofrocks. The silty clay and the pieces ofrocks are classified as CL and GP, respectively according to the Unified Soil Classification System (USCS). The moishlfe content for the encountered subsurface soils ranges from 13.5 to 14.4 percent with an average of about I 4.0 percent. The predominant consistency of the subsurface soil conditions is very stiff to hard. The average equivalent Standard Penetration Test (SPT) blow-counts of the encountered subsurface materials is about 48 bpf for the encountered subsurface materials. 0 -TORO D INTERNATIONAL 4.1 General 4.0 SEISMICITY Calavera Hills Park/CALO 1039 July 30, 2019 Page: 7 Seismicity is a general tenn relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active Southern California. 4.2 Ground Motion California Building Code (CBC}. The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic fonnulas used in the CBC require detennination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Rose Canyon Fault, which is approximately 11.4 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table I. TABLE 1. SUMMARY OF FAULT PARAMETERS Fault Name Rose Canvon Newoort-Im!lewood (Offshore) Elsinore-Temecula Elsinore-Julian Coronado Bank Elsinore-Glen Ivv Palos Verdes Earthauake Vallev Approximate Distance (km) 11.4 12.1 35.3 35.4 37.4 53.1 60.7 66.9 0 -TORO Source Type (A,B,C) B B B A B B B B □ INTERNATIONAL Maximum Magnitude (Mw) 6.9 6.9 6.8 7.1 7.4 6.8 7.1 6.5 Slip Rate Fault Type (mm/yr) (SS,DS,BT) 1.50 ss 1.50 ss 5.00 ss 5.00 ss 3.00 ss 5.00 ss 3.00 ss 2.00 ss 4.3 Seismic Design Cala\'era Hills Park/CALO 1039 July 30, 2019 Page: 8 The 20 I 6 CBC seismic zone for use in the seismic design formula is Site Class C. The seismic design parameters are listed in the attached USGS Design Maps Sununary Report (Appendix C). 4.4 Liquefaction Potential The subsurface soil consists predominantly of very stiff to hard silty clay with pieces of rocks. Groundwater was not encountered during our drilling; however the maximum depth of the borehole is 7 feet below the ground surface due to refusal encountered at this depth. Therefore, based on the above-mentioned infonnation, the subsurface soil materials is not likely to liquefy during an earthquake. 0 -TORO □ INTERNATIONAL Calavera Hills Park/CAL0I039 July 30, 2019 Page: 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on the results of our geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for development of the proposed light standard and equipment enclosure provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations/Removals The upper 24 to 36 inches of the subsurface soil materials under the proposed location of the equipment enclosure may contain of organics and may be disturbed. Therefore, we rec01mnend that all deleterious materials are discarded off site and the upper 36 inches of the subsurface materials be removed and replaced with compacted fills. Onsite soils may be reused provided all deleterious materials are removed. The extent of the removal should be within the proposed concrete slab footprint. The removal bottom and compacted fill should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the Standard Guidelines for Grading Projects, Appendix Chapter 33 of the CBC, and requirements of the regulatory agency. All special site preparation reconunendations presented in the following paragraphs will supersede those in the Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. Prior to pouring concrete, the subgrade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface. 0 ,. TORO INTERNATIONAL Calavera Hills Park/CAL01039 July 30, 2019 Page: 10 Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in accordance with ASTM D-1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 3 inches in maximum dimension. Site Drainage. Foundation and slab performance depends greatly on how well nmoffwaters drain from the site. This is tme both during constmction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils may be utilized for trench backfill provided they are free of organic materials and rocks over 3 inches in dimension. The backfill should be unifom1ly compacted to at least 90% relative compaction based on maximum density perfonned in accordance with ASTM D-1557. 5.4 Foundation Design Parameters Light Standard. The proposed light standard may be founded on a caisson embedded in the ground for a minimum of 14 feet due to the close proximity to a descending slope. However, the encountered subsurface soil and the associated final caisson depth should be confirmed by the geotechnical engineer during the drilling/excavation of the hole. Hard drilling will be encountered due to the presence of rocks. 0 -TORO D INTERNATIONAL Calavera Hills Park/CAL01039 July 30, 2019 Page: 11 The recommended design allowable bearing capacity for the caisson is 5,000 psf at about 14 feet below the ground surface and the design lateral equivalent fluid passive earth pressures is 275 pcf with a maximum value of 4,125 psf. The design coefficient of friction is 0.30. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-tenn loadings. Alternatively, the proposed light standard may be founded on a mat foundation provided the minimum depth of foundation is 4 feet and the minimum distance between the edge of the foundation and the face of the nearest descending slope is IO feet. The recommended design allowable bearing capacity for the mat foundation is 5,000 psf. The design lateral equivalent fluid passive soil pressures is 400 pcf. The design coefficient offriction is 0.30. However, in combining the passive pressures and coefficient of friction for soil resistance, one of them should be reduced by 50 percent. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. Retaining Walls. The lateral active equivalent fluid pressure acted on the proposed retaining wall with a 2: I sloping backfills is 55 pcf. The lateral passive equivalent fluid pressures of the on-site soils may be taken as 400 pcf. The coefficient of friction of the concrete footing with the on-site soils is 0.30. If both the lateral earth passive resistance and the coefficient of friction are used, the lesser of the two should be reduced by one-third. For a short term condition such as for wind or seismic forces, the coefficient of friction can be increased by one-third. The unit weight of the on-site soils may be taken as 120 pcf. An allowable bearing capacity of 2,500 psf may used to design the footing of the retaining walls. Backdrain should be provided along the wall in order to prevent build-up of hydrostatic pressure due to infiltration of future irrigation and/or rain water. Typical retaining wall backdrain details are shown in Figures 3 and 4. Backfill should be compacted to achieve a minimum 90-percent relative compaction based on maximum dry density perfonned in accordance with ASTM D-1557 and the moisture content should be at slightly over the optimum. Backfill should be benched against the existing slope. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Precautions should be taken to ensure that heavy compaction equipment is not used immediately adjacent to the walls. Otherwise, the additional static and dynamic loading may cause the walls to be overstressed and displaced. 0 ,. TORO INTERNATIONAL A ETAININQ WALL C OMPACTED BACKFILL--- FABRIC FLAP MIRAFJ G l 00N OR EQUIVALENT '/ .... ·.• FA BRIC FLAP AROUND PIPE COM PACTED SOIL \SLOPE 2 ".l, AWAY FROM WALL 2 feet · IN-PLACE SOIL OR BEDROCK I H y 4' DIA. PERFORATED PIPE IN-PLACE SOIL OR WEEP HOLE!! . :::· .... BcOROCK (MIH IWUU l 1 /2 INCH DIA. O N e FOOT CENTERS) , l.tPERMEABLE CLAY FILL CA,. (·ALTERNATIVELY U8E GUNITE BROW DITCH) TOP OF WALL DETAIL FOR SLOPING BACKFILL DETAIL OF WEEP HOLES (MAY BE USED I NSTEAD OF DRAIN PIPE IF SEEPAGE OUT O F WEEPHOLE IS ACCEPTABLE e 8UBORAIN BHOULO HAVE A FALL O F AT LEAST 1.15'1.. e DRAINAGE MAT SHOULD BE GLUED OR NAILED TO WALL. AHO SPLICED IN ACC O RDANCE WITH T H E MANUFACTURER'S REC O L0.4ENDATION8. e FABRIC SIDE OF DRAIN BOARD SHOULD BE PLA CED AWAY FROM WALL. e SUBORAIN SHOULD HAIIE WEEP HOLES, A FREE ORAIIITY OUTFALL, OR A SU~P ANO PUMP. e INSTALLATION O F THE DRAIN SHOULD BE OBSERVED BY THE SOILS E NGINEER. • PLA CE PIPE (IF USED) WITH PERFORATIONS FA CING DOWNWARD. TORO INTERNATIONAL Retaining Watt Backdraln Detatt COMPOSITE DRAIN ALTERNATIVE Page: 12 PROJECT NO. 13-107.32 FIGURE 3 RETAINING WALL CO l.4PACTEO BACKFILL FILTER FABRIC l.tlRAFI 1 ~ON OR EQUIVALENT 'J/4• CRUSHED AGGREGATE • II I COMPACTED SOIL I IN-PLACE SOIL OR BEORO<;:K MPERMEABLE CLAY FILL CAP (ALTERNATIVELY USE OUNITE BROW DITCH) TOP OF WALL DETAIL FOR SLOPING BACKFILL /:.SLOPE 2,. AWAY FROI.C WALL IN-PLACE SOIL OR BEDROCK f I H .· .. I \_MINU.CUI.I 4• OI A. PERFORATED P l f>E WEEP HOLES• (l,UNIMUt.A 1 1 / 2 INCH DIA. ON 8 l'OOT CEHTER!S) DETAIL OF WEEP HOLES (MAY BE USED INSTEAD OF DRAIN PIPE lF SEEPAGE OUT OF WEEPHOLE IS ·ACCEPTABLE e SUBDRAIH SHOULD HAVE A FALL OF AT LEAST 1.5'4. • SUBORAIN SHOULD HAVE WEEP HOLES, A FREE GRAVITY OUTFALL OR A SUMP ANO PUMP. • INSTALLATION OF THE DRAIN SHOULD BE OBSERVED BY THE SOILS ENGINEER. • PLACE PIPE (IF USED) WITH PERFORATIONS FACINO DOWNWARD. TORO INTERNATIONAL Retaining Wall Backdraln Detail CRUSHED ROCK ALTERNATIVE Page: 13 PROJECT NO. 13,107.32 FIGURE 4 Calavera Hills Park/CAL01039 July 30, 2019 Page: 14 If imported materials is used for backfilling, it should be non-expansive or of low expansivity. Otherwise, additional pressures due to the expansive soils should be evaluated and incorporated into the lateral earth pressures. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 6 inches in maximum dimension. Temporary excavation should be sloped back adequately to protect workers and protect against sloughing. Based on our laboratory testing result and engineering analyses, the maximum gradient for the temporary cut is 1.5: 1 (horizontal:vertical) for onsite materials. Otherwise, temporary cut on the onsite materials should be shored. Shoring design should conform to the current Caltrans Trenching and Shoring Manual. Equipment Slab. The design allowable bearing capacity for the shallow foundation is 1,500 psf provided the minimum depth is 12 inches and the minimum width is 12 inches. The design lateral equivalent fluid pressure is 350 pcf and the design coefficient of friction is 0.30. However, a 50 percent reduction of either the coefficient of friction or passive pressure should be taken if both passive pressures and coefficient of friction are combined for lateral resistance. A one-third increase in the allowable bearing capacity and lateral passive soil pressures may be used when considering wind, seismic or other short-term loading. 5.5 Cement Type Based on the type of soils, Type V cement and water-cement ratio of0.45 or less may be used for concrete in contact with the on-site soils. 5.6 Geotechnical Observation and Testing It is recommended that geotechnical observations and testing be perfonned by a representative of Toro International at the following stages: • During all grading operations, including fill placement and soil removals, if any • During drilling/excavation of caisson • Upon completion of footing bottom excavation and prior to pouring of concrete • Upon completion of sub grade preparation and prior to pouring of concrete for slab • During backfilling of utility trenches • W11en any unusual conditions are encountered 0 ,r TORO INTERNATIONAL 6.0 LIMITATIONS CaJa\·era Hills Park/CAL01039 July 30, 2019 Page: 15 This report is intended for the use ofDePratti and its client AT&T Mobility for the proposed AT&T Light Standard and Equipment Enclosure at Calavera Hills Community Park Site, CALO 1039, located at 2997 Glasgow Drive, Carlsbad, California. This report is based on the project as described and the information obtained from the boring and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring location. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review ( observations and tests) will be provided during constmction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled. However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design element(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and rec01mnendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the constmction, for the acts or omissions of the contractor, or any other person performing any of the constmction, or for the failure of any of them to carry out the constmction in accordance with the Final Constmction Drawings and Specifications. Services perfonned by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 ,r TORO INTERNATIONAL 7.0 REFERENCES Calavera Hills Park/CAL01039 July 30, 2019 Page: 16 I. Blake, T. F., 1989,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 2. California Building Code (CBC), 2016 3. Rogers, Thomas H., 1992, "Geologic Map of California; Santa Ana Sheet," Scale 1 :250,000 0 -TORO □ INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored by drilling one boring to a maximum depth of approximately 7 feet below the existing grade due to refusal encountered at that depth. The drilled borehole was advanced by a 4-inch-diameter solid-flight-auger tripod portable drilling rig. The drilled borehole was located in the field by tape measurements from known landmarks. Its location as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the borings, classified the soil encountered, and obtained soil samples for laboratory testing. Relatively undisturbed soil samples were obtained by means of driving a 2.5-inch diameter sampler having a hammer weight and drop of 140 pounds and 30 inches, respectively. Standard Penetration Tests (SPT) tests were also carried out at alternating intervals with the drive sampler. The sampling/SPT interval is about 5 feet. Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer blows and soil stratigraphy. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. The actual subsurface conditions at the exact location may be different from the subsurface conditions shown in the Boring Logs. The purpose of performing the borehole is for evaluating the subsurface materials in order to develop geotechnical parameters for the proposed development. In addition, the type of drill rig, the diameter of the borehole, etc. employed during geotechnical exploration are different from the one used during actual constmction. Therefore, for the purposes of drilling for the proposed caisson, contractor should evaluate the site conditions independently and make their own judgment as far as for determining the amount of time to drill, how to drill, type of equipment needed including but not limited to drill rig and type of drill bit, employing groundwater dewatering, usage of casing, mud drilling, etc. and not rely on the infonnation shown in the Boring Logs. TORO INTERNATIONAL GEOTECHNICAL ENGINEERING Project Name Calavera Hills Park Site Number CAL01039 Project Number 13-107.32 Site Address 2997 Glasgow Drive, Carlsbad, CA Equipment Hotlow Stem Flight Auger Drive Weight 140 lbs Average Drop 30 inches Elevation (ft) 344 (Assumed) Hole Diameter 4inches Ennineer/Geolonist HW 0 "E. ~ .,_ "' C "' 0 z e !!' C. ~ '" t ; I "' "E. • ~ ci u GEOTECHNICAL DESCRIPTION 3 "' • C 0 .2 Q " "' Q G3 '-' g > " 5 ·s ;j "' ls ;;: ~ ~ EOCENE MARINE (?) -- -oo B-j --0 00 -Oc::, -H' - 5 339 -08 - R-1 39 109.8 14.4 CL/GP @ 5': Dark brown silty clay with trace of fine pieces of rocks, damp, very stiff --oc S-1 50 for 3" -13.5 CL/GP (a), 6': same as before except \Vith some fine oieces of rocks and hard Hit Refusal at 7 feet -- No Groundwater Encowttered -- 10 334 --->-->-->-->- 15 329 ->-->-------20 324 '"---'"------- 25 ------->-->- 30 BORING NO. 8-1 Sheet 1 of 1 APPENDIX B -LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216-90. The results of moisture content and dry density are presented in the Boring Logs. Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in Figure B-1. Direct Shear Direct shear strength tests were performed on a representative sample of the on-site materials. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturating device was used which permitted the sample to absorb moisture while preventing volume change. The rate of strain during the direct shear testing was 0.05 in/min. The test results are presented in Figure B-2 for the peak and ultimate conditions. i 'I 1"": \ I I 100 ' ! ' I I ' ! i '---90 i ' : i ! ; ' ' ,, I ' I ! ! i I ~ 80 ! • I I \ i I i 70 ' \ I ' ~ .c ' ' 0, 60 ! ' i ' I ! >, " ' i .Q ; i i ! I 0, ii I 50 C ' I' ' ·;;; I I "' I I I i .. ' . ! I I 11. ' ! I' 'E ' ' 40 " "\ I " ' ' -I: : ' " ' 11. ' i ' ' ' .. i ' 30 I ' ! ! I I I ' I ' I I I i I ' ' '' 20 ' ' ' I ! i ' i ' ' 10 i I i ! ' 0 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Boring No. Sample No. B-1 R-1 Sample Depth (ft) 5 GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Percent Passing No. 200 Sieve 29.5 Soil Type CL/GP TORO INTERNATIONAL Project Name: Calavera Hills Park Proiect No.: 13-107.32 f1nur : 6-1 5000 ! ' 4000 ' ! 3000 ! i ' II) II) i w ' a: I ... II) i ' a: / i1i 2000. ::t: /.-.. •. II) / . . . / 1000 I I I ' ' ' I : 0 I 0 1000 2000 3000 4000 5000 • Peak NORMAL STRESS (psi) • Relaxed Boring No. Sample Depth Friction Angle Cohesion Condition (ft) (degrees) (psf) B-1 5 27 300 Peak 26 300 Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST ASTM 03080 Project Name: Calavera Hills Proiect No.: 13-107.32 Finure: 8- APPENDIXC SEISMIC DESIGN MAP 7/30/2019 U.S. Seismic Design Maps Latitude, Longitude: 33.1673, -117.2996 American ft Aircraft Interiors T Calavera Nature Preserve Q ' \J ,\\'3qe O~ Jetty point o Go gle Date \ ~ C'3~s ro Calavera Hills Community Park l.O co ~ 0. Design Code Reference Document Risk Category 7/30/2019, 3:45:16 PM ASCE7-10 II Site Class Type Value Ss 1.07 S1 0.413 SMs 1.07 SM1 0.573 Sos 0.713 So1 0.382 Type Value soc D Fa Fv 1.387 PGA 0.411 FPGA PG~ 0.411 TL 8 SsRT 1.07 SsUH 1.093 SsD 1.5 S1RT 0.413 S1UH 0.401 S1D 0.6 PGAd 0.5 CRs 0.979 CR1 1.03 https://seismicmaps.org Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) C -Very Dense Soil and Soft Rock Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Pen'OSlJ/a o,,. ' ' Map data ©2019 1/2 7/30/2019 :§ (1l Cl) :§ (1l Cl) 1.5 1.0 0.5 0.0 0.8 0.6 0.4 0.2 0.0 MCER Response Spectrum 0.0 2.5 5.0 Period, T (sec) -Sa(g) Design Response Spectrum 0.0 2.5 5.0 Period, T (sec) -Sa(g) U.S. Seismic Design Maps 7.5 7.5 DISCLAIMER While the information presented on this website is believed to be correct, .§.!;.AO.C. /.Q.§.1::!P.Q. and Its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented In this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 2/2 t_ Cily of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: AT&T CALAVERA PARK PROJECT ID: CUP2019-0008 ADDRESS: 2997 Glasgow Drive APN: 167-101-35-00 The project is ( check one): [xi New Development D Redevelopment The total proposed disturbed area is: 150 ft' ( l acres The total proposed newly created and/or replaced impervious area is: 130 ft' ( l acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID Cl /P2019-0008 SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of4 REV 02/16 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building D [x1 or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If vou answered "no" to the above auestion, the oroiect is a 'develonment <>roiect', ao to Steo 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; D Ix] b) Designed and constructed to be hydraulically disconnected from paved streets or roads; c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets auidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in D Ix] accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? D Ix] If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above auestions, vour oroiect is not exemot from PDP, go to Step 3. E-34 Page 2 of 4 REV 04/17 •· _··. ·•·•_ } (\'..!:{ .,, ... -> :<, •,':!, .·· )/.-: . ,._:_·· $TEP3 ·_·,_ .•. > •·--<:·>:, .,_ .. , .. ·•-,.•· ii .. · , • ' .... ·.,· . I > < } ,..,.~• , 1s•,bit ' ·· .. ·. . ... ·.··· ·.··•·· Ii~~ .. •····· .... ;;:. :: .·.· I . . '. ·. • " :, > .. " " '-~" .'.' .... :., . ~Lff~:CJl':,· •. ·. ,,. . ., . ·' .•. ',\. ' ~TS ·' .. ', To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, □ [RI and oublic develooment oroiects on oublic or orivate land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or □ [xi more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public develooment orojects on oublic or orivate land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and □ Ix] refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside □ lxl development project includes develooment on anv natural slooe that is twentv-five oercent or areater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is □ [xi a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ Ix] site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transoortation of automobiles, trucks, motorcvcles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally □ Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 1K] 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the oroiect to the ESA (i.e. not comminq/ed with flows from adiacent lands I.• 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ [xi shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ [XI RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles oer dav. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ [i1I and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMG □ Ix) 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box statina "Mv proiect is a 'STANDARD PROJECT' ... " and complete annlicant information. E-34 Page 3 of 4 REV 04/17 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)"100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statina "Mv oroiect is a PDP ... " and camolete annlicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION 0 My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. [x] My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: Tim Henion Applicant Title: Site specialist Applicant Signature: ..-----./ 1_,L---,) Date: Jill~ 3 2019 * Environmentally Sens1t1ve Areas mclude but are not hmited to all Clean Water Act Section 303(d) 1mpa1red water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. This Box for Cifu Use Onfv YES NO City Concurrence: □ □ By: Date: Project ID: E-34 Page 4 of 4 REV 04/17 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@enclnajpa.com The commercial enterprises listed below are a partial listing of businesses that are exempt from industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits), and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. o Automobile Detailers o Barber/Beauty Shops o Business/Sales Offices o Cleaning Services o Carpet/Upholstery a Childcare Facilities a Churches o Community Centers o Consulting Services o Contractors o Counseling Services o Hotels/Motels (no laundry) o laundromats o Libraries o Medical Offices (no x-ray developing) o Mortuaries o Museums o Nail Salons o Nursing Homes o Office Buildings (no process flow) a Optical Services a Pest Control Services (no pesticide repackaging for sale) o Educational Services (no auto repair/film developing) o Pet Boarding/Grooming Facilities o Financial Institutions/Services o Fitness Centers o Gas Stations (no car wash/auto repair) a Grocery Stores (no film developing) o Residential based Businesses CERTIFICATION STATEMENT o Postal Services (no car wash/auto repair) o Public Storage Facilities o Restaurants/Bars a Retail/Wholesale Stores (no auto repair/film developing) o Theaters (Movie/live) I certify that the information above is true and correct to the best of my knowledge. Signature: ____________ _ Print Name: Tim Henion 9/19,2019 DATE:. _____ _ .. Tim Henion Facility Contact: __________ _ Title: Project Manager ENCINA WASTEWATER AUTHORITY 6200 AVE NIDA ENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 Sou rceControl@e nc in a j pa. com Page 2 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Date: 9/19/2019 Business Name: AT&T Mobili"'t '------------- Street Address: 7337 Trade Street, San Diego, CA Email Address: thenion@deprattiinc.com PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT: (ON REVERSE SIDE CHECK TYPE OF BUSINESS) Check all below that are present at your facility: □ o Acid Cleaning o Assembly o Automotive Repair o Battery Manufacturing o Biofuel Manufacturing o Biotech Laboratory o Bulk Chemical Storage o Car Wash o Chemical Manufacturing o Chemical Purification o Dental Offices • Dental Schools • Dental Clinics o Dry Cleaning o Electrical Component Manufacturing o Fertilizer Manufacturing o Film/X-ray Processing o Food Processing o Glass Manufacturing o Industrial Laundry o Ink Manufacturing o Laboratory o Machining/Milling o Membrane manufacturing (i.e. water filter membranes) o Metal Casting/Forming o Metal Fabrication o Metal Finishing • Electroplating • Electroless Plating • Anodizing • Coating (i.e. phosphating) • Chemical Etching/Milling • Printed Circuit Board Manufacturing o Metal Powders Forming o Nutritional Supplement/Vitamin Manufacturing o Painting/Finishing o Paint Manufacturing o Personal Care Products Manufacturing o Pesticide Manufacturing/ Packaging o Pharmaceutical Manufacturing (including precursors) o Porcelain Enameling o Power Generation o Print Shop o Research and Development o Rubber Manufacturing o Semiconductor Manufacturing o Soap/Detergent Manufacturing o Waste Treatment/Storage New Business? Yes D No D SIC Code(s) if known: _____ _ Date operation began/will begin: ______ _ Tenant Improvement? Yes D NoO If yes, briefly describe improvement: _________________ _ Description of operations generating wastewater (discharged to sewer, hauled or evaporated): __________ _ Estimated volume of industrial wastewater to be discharged (gal/ day): __________________ _ List hazardous wastes generated (type/volume): __________________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? Yes D Date: ____ No D Page 1 of 2 ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool ,; If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. ,; Details on CAP ordinance requirements are available on the city's website. ,; A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No. AT& r NSB Calavera Hills Community Park BP No. ci C2ot'f -0'{~2-. Property Address/APN 2889 Tamarack Ave/ 167-101-35-00 Applicant Name/Co.: Tim Henion/ AT&T Mobility Applicant Address: 2707 Tlbyron Ave Contact Phone: 503-519-8591 Contact Email: theinon@deprattiinc.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Same as above Contact Phone: Contact Email: ------\\ ~, ~ Applicant Signature: _______ '---________ Date: __ I __ I _~ 1_\_1_9~_ B-50 Page 1 of6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $ ~5; 0-C., 0 COllll!ul:tlon Type I Compllle Sec:11oni.) I NolM: D Residential D New construction D Additions and alterations: D BPV < $60,000 D BPV 2: $60,000 D Electrical service panel upgrade only D BPV 2: $200,000 II] Nonresidential !!! New construction D Alterations: lff'7_Mo,ooa ---3PV 2: $200,000 or additions 2: 1,000 square feet D BPV 2: $1,000,000 D 2: 2,000 sq. ft. new roof addition A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A, 3A, 1B, 2B, 4A 3B,4A N/A N/A All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only 'Multi-family dwellings only where interior finishes are removed 1A, 4A' 1B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbina systems are proposed 1 B, 2B, 3B. 4B and 5 r"A17A T 16,5 Un-manned Wireless Communication Facility 1B, 2B, 5 Building alterations of 2: 75% existing gross floor area 2B, 5 1 B also applies if BPV 2: $200,000 Checkllst lttm . . . . . · . . . . . . . . .. . . . Che<:k the 1111Pnipriate tioxa, ekplaln al_notappblile and exception Items, and prowle~ (lllbJlallona 8i1d doallmenlallon as neoeasaiy, 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMG) sections 1821.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more infonmation when completing this section. A. D Residential addttion or alteration ~ $60,000 building permit valuation. D NIA ________ _ See CMC section 18.30.190. D Exception: Home energy score 2: 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one: □ Duct sealin□ □ Attic insulation □ Coo roof D Attic insulation □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 Select one: □ Duct sealing D Attic insulation □ Cool roof □ 1992 and later Select one: □ Lighting package □ Water heating package B. D Nonresidentiar new construction or alterations ~ $200,000 building penmtt valuation, or additions ~ 1,000 square feet D NIA Updated 8115/2019 2 City o_f Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, DMsion AS.2 -Energy Efficiency. AS.203.1.1 Choose one: D .1 Outdoor lighting D .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply with Calrromia Energy Code section 140.5, as amended) D NIA ________ _ D .4 Daylight design PAFs D .5 Exhaust air heat recove,y AS.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget D NIA AS.211.1" D On-site renewable energy D NIA A5.211.3" D Green power (if offered by local utility provider, 50% minimum renewable sources) D NIA AS.212.1 D Elevators and escalators D NIA AS.213.1 D Steel framing D NIA 'Includes hotels/motels and high-rise residential buildings "For alterations~ $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 scuare feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennlt applications submitted after 111120). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) If project Includes installation of an electric heat pump water heater pursuant to CMC 18.30.1SO(B) (high-rise residential) or 18.30.170(8) (low-rise residential~ increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc' sheets if necessa,y) Total System Size: kWdc = (CFAx.572)11,000 + (1.15 x#d.u.) 'Fonmula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception D D D D kWdc B. D Nonresidential new construction or alterations .!$1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by ~.ooo square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: □ If< 1 0,000s.f. Enter: 5 kWdc Min. System Size: □ If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000)" kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. -~----------"----------'-------·--'--------------------- □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:• .. ______ x .80= Min. system size: ____ _ kWdc ... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist ·------------------------------------------4. Electric Vehicle Charging A O Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □ Exception : D Multi-family residential· □ Exception · Total Parking Spaces EVSE Soaces Prooosed Ca""ble Readv Installed Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building penmit valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes ara ramoved and significant site worl< and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 0 Nonresidential new construction (includes hotels/motels) □ Exception · Total Parking Spaces EVSE Soaces Prooosed Caoable I Readv I Installed I Total I I I Calculation· Refer to the table below· Total Number of Parking Soaces orovided Number of =uired EV Soaces Number of =uired EVSE Installed S=s □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 n<>roent of total 50 n<>rcent of Reauired EV S"-"ces Updated 8/15/2019 5 • City of Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submtted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all), 20 Restaurant 11 Retail, 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10'"Edition 13 11 4.5 3.5 3 1 , For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT , Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf = 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature ---::::::----~~ Date: Sept 19, 2019 Person other than Applicant to be contacted for TDM compliance Wapplicable): Name(Printed) Tim Henion Ph N b 503-519-8591 one um er: ____ _ EmailAddress thenion@deprattiinc.com \Jpdated 8/15/2019 6 0 -TORO INTERNATIONAL GEOTECHNICAL ENGINEERING D LETTER REPORT FIELD MEMORANDUM Date: Project No. 13-107 .32.1 Project: AT&T Calavera Park CAL0l039 2997 Glasgow Drive, Carlsbad, California Representative: February 17, 2021 Tricom Networks Geotechnical Observation/Probing of Bottom of Excavation for Mat Foundation, AT&T Calavera Park, CALO I 039, 2997 Glasgow Drive, Carlsbad, California We visited the site yesterday to observe/probe bottom of excavation. The subsurface soils materials consist of dark brown silty clay. Based on our observation/probing, it is our opinion from a geotechnical viewpoint that the bottom of excavation is adequate for the intended purposes provided all the loose soils at the bottom of excavation including the bottom of previously drilled hole or "key" are removed prior to concrete pouring. Also, we recommend that a representative of Toro International performs the geotechnical observation/testing during backfilling above the mat foundation and when any unusual conditions are encountered. Prepared by: Hantoro Walujono, GE Reference: Toro International, 2020, "Geotechnical Observation of Drilled Hole for Caisson, AT&T Calavera Park, CAL0/039, 2997 Glasgow Drive, Carlsbad, California," Project A'o. 13-107.32. l and dated December 3, 2020(rev). 1 LEAGUE# 61614 • IRVINE, CA 92602 • TEL. (949) 559-1582 • FAX. (949) 266-8911 4 ' ( City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: AT&T CALAVERA PARK CAL01039 Proiect ID: CUP 2019-0007 DEV2019-0085 DWG No. or Building Permit No.: Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "NIA" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be provided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 □Yes □No 111 NIA Discussion/justification if SC-1 not implemented: The build is a unmanned facility with no illicit discharge SC-2 Storm Drain Stenciling or Signage □Yes Ill No □ NIA Discussion/justification if SC-2 not implemented: No Storm drains impacted SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind □Yes Ill No □ NIA Dispersal Discussion/justification if SC-3 not implemented: No outdoor storage proposed E-36 Page 1 of4 Revised 09/16 Source Control Renulrement lcontlnuedl Annlled? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and □Yes □No 111 N/A Wind Disoersal Discussion/justification if SC-4 not implemented: no storage of material on site proposed SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal □Yes 111 No □ N/A Discussion/justification if SC-5 not implemented: no trash areas proposed SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identifv additional BMPs. lSee Table in Annendix E.1 of BMP Manual forouidancel. □ On-site storm drain inlets □Yes □ No II N/A D Interior floor drains and elevator shaft sump pumps □Yes □ No II NIA D Interior parking garages □Yes □ No ■ N/A D Need for future indoor & structural pest control □Yes □No 111 NIA □ Landscape/Outdoor Pesticide Use □Yes □No 111 NIA D Pools, spas, ponds, decorative fountains, and other water features □Yes □No 1!!1 N/A D Food service □Yes □No Ill NIA □ Refuse areas □Yes □ No 111 NIA □ Industrial processes □Yes D No Ill N/A □ Outdoor storage of equipment or materials □Yes □ No 111 NIA □ Vehicle and Equipment Cleaning □Yes □No Iii NIA □ Vehicle/Equipment Repair and Maintenance □Yes □No Iii NIA □ Fuel Dispensing Areas □Yes □No Ill N/A D Loading Docks □Yes □No Ill NIA □ Fire Sprinkler Test Water □Yes □ No Iii NIA □ Miscellaneous Drain or Wash Water □Yes □ No II NIA D Plazas, sidewalks, and narkina lots □Yes □No Iii N/A For "Yes" answers, identify the additional BMP per Appendix E.1. Provide justification for "No" answers. E-36 Page 2 of 4 Revised 09/16 Site Design BMPs All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion/ justification is not required. • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion/justification may be provided. Site Design Requirement Applied? SD-1 Maintain Natural Drainaae Pathwavs and Hvdrolooic Features Ill Yes I D Na ID NIA Discussion/justification if SD-1 not implemented: Minimal size of area, no existing landscaping where ground equipment is proposed. Adding landscaping SD-2 Conserve Natural Areas, Soils, and Venetation Ill Yes I D No ID NIA Discussion/justification if SD-2 not implemented: Minimal size of area, no existing landscaping where ground equipment is proposed. Adding landscaping SD-3 Minimize lmoervious Area 111 Yes I D No I D NIA Discussion/justification if SD-3 not implemented: Installation is utilizing the smallest available equipment and footprint SD-4 Minimize Soil Compaction I III Yes I D No ID N/A Discussion/justification if SD-4 not implemented: Project proposes to cut roughly 75 Cubic ft of soil to be hauled off SD-5 Impervious Area Dispersion 111 Yes I D No ID NIA Discussion/justification if SD-5 not implemented: 130 Sq ft of new non impervious area will drain to new landscape planter with fiber rolls E-36 Page 3 of4 Revised 09/16 Site Deslnn Raftulrement tcontlnuedl I Annlled? SD-6 Runoff Collection I Ill Yes I D No ID NIA Discussion/justification if SD-6 not implemented: the run off from the equipment pad will drain to the new landscape area SD-7 Landscaoina with Native or Drouaht Tolerant Soecies I III Yes I D No I D NIA Discussion/justification if SD-7 not implemented: proposed shrubs to be drought tolerant SD-8 Harvestino and Usina Precioitation I O Yes I O No I Ill NIA Discussion/justification if SD-8 not implemented: this is a telecom facility comparable to a SDG&E transformer or Traffic signal controller. E-36 Page 4 of 4 Revised 09/16 0 -D TORO INTERNATIONAL April 6, 2021 Tricom Networks 24335 Prielip Road, Suite I 09 Wildomar, CA 92595 GEOTECHNICAL ENGINEERING Tl Project No. 13-107.32.1 Subject: Geotechnical Observation/Probing of Fill Placement for AT&T Mat Foundation of Light Standard, Calavera Park Site, CALO I 039, 2997 Glasgow Drive, Carlsbad, California In accordance with your request and authorization, we have provided geotechnical observation/testing on February 26 and March 25, 2021. Tricom Networks performed the earthworks constructions. Bottom of Excavation The bottom of excavation was observed/probed and approved prior to fill placements on February 16, 2021 (Toro, 2021 ). Backfill Placement The total thickness of fill above the footing of the mat foundation is 4 feet. The size of the mat foundation is 20 by 20 feet. The backfill materials are native soils consisting of brown silty clay with pieces of rocks that are generated from the excavation of the mat foundation. The backfill materials were placed in thin lifts (6-to 8-inch thick) and compacted after moisture-conditioned as necessary. Compaction was performed by handheld compactor. The placed-in and compacted backfill materials were observed/probed/tested at different depths throughout the area. Based on our observation/probing/testing, the field density of the backfill materials has a minimum of 90% relative compaction. Conclusion. Based on our field observation/probing, it is our opm1on from a geotechnical point of view that the compacted backfill materials are adequate for the intended purposes. 1 LEAGUE # 61614 • IRVINE, CA 92602 • TEL (949) 559-1582 • FAX. (949) 266-8911 • • Calavera Park/CALO 1039 April 6, 2021 Page: 2 of2 If you have any questions regarding this report, please call us. We appreciate the opportunity to be of service. Sincerely, TORO INTERNATIONAL Hantoro Walujono, GE 2164 Principal References: Toro International (TI), 2021, "Geotechnical Observation/Probing of Bottom of Excavation for Mat Foundation, AT&T Calavera Park, CAL0/039, 2997 Glasgow Drive, Carlsbad, California," Project No. 13-107.32.l and dated February 17, 2021 Toro International (Tl}, 2020, "Geotechnical Observation of Drilled Hole for Caisson, A7&T Calavera Park. CAL0/039, 2997 Glasgow Drive, Carlsbad, California," Project No. 13-/07.32 and dated December 3, 2020 Toro International (Tl}, 20 I 9, "Geotechnical Investigation for Proposed AT&T Light Standard and Equipment Enclosure, Calavera Hills Community Park Site, CAW/039, 2997 Glasgow Drive, Carlsbad, California," Project No. 13-107.32 and.July 30, 2019 0 □ TORO INTERNATIONAL