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Home My WebLink About2301 SUNNY CREEK RD; ; 87-655; Permita, USE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT 2075 Las Palmas Dr., Carlsbad, CA 92009-1915 (619) 438-1161 .108 ADDRESS . . AV. ST. RD. THOMAS BROS NO. DATE OF APPLICATION BUSINESS VALUATION PERMIT NUMBER I / I7AP ZONE LOT I BLOCK i SUBOIVi5IO(l I A ,SOSESR PARCEL NO. CONTRACTOR CONTRACTORS PHONE C OWNER'S NAME . I OWNER'S PHONE 711... ADDRESS CONTRACTOR'S STATE LICENSE NO. BUILDING SO. FOOTAGE :4 -1-7 —.- OWNER'S,MAtLING ADDRESS 'D0 O f J q V DESIGNER DESIGNER'S PHONE DESCRIPTION OF WORK ___________________________________ wi L' ç j DESIGNER'S ADDRESS STATE LICENSE NO. 01 I 9 707 i't/JsJtG, P c\c i L)ec1 FLR ELEV.I NO 0CC GP STORIES 0003 02/02 0101 02B1dPit 753 7 10 NO CENSUSTRACT RES UNITS GRADI NERMtT ISSUED REDEVEL OPMENT TYPE 0CC LOAD FIRE SPR 1PARK.NGSPACE I AREA YO ND I D N CONST D vQ NO Not Valid Unless Machine Certified OTY. PLUMBING PERMIT - ISSUE 7 QTY. MECHANICAL PERMIT- ISSUE SUMMARY/ACCOUNT NUMBER - — EACH FIXTURE TRAP . INSTALL FURN. DUCTS UP TO 100.000 BTU BUILDING PERMIT 001'810'00'00'8220 /. 5v_ EACH BUILDING SEWER . OVER 100,000 BTU SIGN PERMIT 001-810'00'00-8221 - EACH WATER HEATER 6KOR VENT . - BOILER/COMPRESSOR UP TO 3 HP PLAN CHECK 001-810-00-00-8891 - EACH GAS SYSTEM,yfO4 OUTLETS ' BOILER/COMPRESSOR 3-15 HP . TOTAL PLUMBING 0011'810'00'00'8222 EACH GAS SYS.5 OR MORE , — METAL FIREPLACE , ELECTRICAL EACH INS. ALTER, REPAIR WATER PIPE TJ( . - VENT FAN SINGLE DUCT . 15HPL R,,E ' 810'00'00'8223 810.00.00-8224 EA5!CUUM BREAKER . - MECH EXHAUST H00OO %1l3 MOBILEHOME 001'810'00'00-8225 WATER SOFTNER . - RELOCATION OF EA FUR).HEATER/ n o 1098001.810.00.00.8226 9, EACH ROOF DRAIN flNSlOEi . DRYER VENT ' ST OT 880-519-92-33 TOTAL MECHAN FEB1988 FIRE SPRINKL TOIAL PLUMBING -.- ________________________ ___________ v 'EWPMbW PkO1*-03I1Jr.?*.b.8740 QTY. ELECTRICAL PERMIT - ISSUE QTY. MOBILE R1E SETUP PARK-IN-LIEU (AREA NEW CONSTEAAMPSWI B KR CAR PORT 4"! - hF 312-810-00-00-8835 I PH Pk Aj~F /4,, - ' AWNING .le::k , , LA COSTA TIF 311-810-00-00-8835 EXIST BLOC EA AMPISWT'B GARAGE FMF " . I PH 3 PH , — , LICENSE TAX _I 001-80-00-00-8162 REMODEL'ALTER PER CIRCUIT - . MFF 880'519'92-57 1'EMPPOLE200AMPS — OVER 200AMPS TEMP OCCUPANCY 1130 DAYS) CREDIT DEPOSIT i #,, TflTAI ELECTRICAL TOTAL ' TOTAL FEES PAYABLE = I HAVE CAREFULLY EXAMINED THE COMPLETED "APPI,tCATION AND PERMIT" AND DO HEREBY aeion. EverypermitisauedbytheBuildingOlticlalundertheprovusuonsoflfsuo * AN OSHA PEFVAIT IS REQUIRED FOR EXCAVATIONS OVER CERTIFY UNDER PENALT' OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE hall expire by limifation and become null and void If the building or work Labandonad 50" DEEP AND DEMOLITION OR CONSTRUCTION OF zed by such permit is not commenced within 180 days brom Ihe dale of SuchDECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS or if the building or work aulhorszed by such permit uSJdpended or STRUCTURES OVER 3 STORIES IN HEIGHT fine ISSUED: JO COMPLY WITH ALL CITY, COUN1Y AND STATE LAWS GOVERNING BUILDING CON- at any lIme after work is commenced for a peru.dt 580 days STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND 1Y' HARMLESS THE CITY OF CARLSBADAGAINST ALL LIABILITIES. JUDGMENTS, COSTS AND APPLICANT'S SIGNATURE III WW TRACTOROAPKEEP OAf,/1 A/NBY EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF GRANTING OF THIS PERMIT. U-14?V— X~VA ~ ~ PHONE 0 1 ~ ~ I ~ 2 r' o I hereby affirm that I am licensed under I provision. of Chapter 9 (commencing with I Section 7000) of Division 3 of the Business I and Professions Code, and my license is in L tutU force and effect. a I hereby affirm that I am exempt from the Contrac br's License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which re' quires a permit to Construct, alter, improve, demolish, or repair any structure, prior tOutS issuance also requires the ap-plicant for such permit to tile a signed statement that he is - licensed pursuant to the provisions of the Contractors License Law (Chapter 9 commencing with Section 7000 of Division 301 the Business and Professions Cede) Or that is en' empf therefrom and the basis for the alleged exemption Any violation 01 Section 7031.5 by an applicant for a per sub' teds the applicant to civil penalty of not more than live hun- dred dollars ($500). I, as owner of the properly, or my employees with wages as their Sole compensation, will do the work, and the struc• tsre is not intended or offered for sale (Sec. 7044. Business and Professions Code: The CnlractOr's License Law does not apply 10 an owner of property who builds or improves Ihereus and who does such work himself or through his own omployoes, provided that such improvements are not intend- Ml ci or offered for sale. If. however, the building or improve' Z most is sold within one year of completion. the owner-builder will have the burden 01 proving that he did not build or im-prove for the purpose of sales. II I, as owner 01 the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044. Business and Professions Cede: lire Contractor's Licensu Law does 001 apply to an owner of properly who builds or im-proves thereon, and who contracts for each projects with a contractor(s) license pursuant to the Contractor's License Law), II As a homeowner lam improving my home, and the follow- ing Conditions exist: I. The work is being performed prior to sale. I have lived in my home for twelve months prior to completion of this work, I have not claimed this exemption during the last three years. 0 lam exempt under Sec. ________________ B S P.C. for this reason - thereby affirm that I have a certificate 01 consent ti sell-insure, or a certificate of Workers' Compenssfion Ir surance. or a certified copy thereof tSec. 3800. Labor Coed POLICY NO. COMPANY Copy us tiled with the city 0 certified copy is hereby turnished O CERTIFICATE OF EXEMPTION FROM U WORKERS' COMPENSATION INSURANCE U) IThis section need not be completed it the permit 19 is for one hundred dollars ISlOOl or less) Ml 39 0 t certily that in the performance of the work to, whici 19 this permit is issued. I shall not employ any person in an manner so as to become subject to the Workers' Comper sat ion Laws 01 CalifOrnia. NOTICE TO APPLICANT: It. alter making this Cortiticah 01 Exemption, you should become subject to the Workers Compensation provisions of the Labor Code, you mss totthwith comply with such provisions or this permit shal be deemed revoked. 0 I hereby affirm that there is a construction lendis agency for the performance of the work for which this PO 01 mit is issued (Sec. 3097. Civil Code) zI hal Lender's Name_ -ii L Lender's Address,,,,,,.,.,. IMP 0 TYPE DATE INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT SUB FRAME 0 FLOOR 0 CEIILING SHEATHING 0 ROOF 0 SHEAR FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING SEWER AND BL/CO Li PL/CO UNDERGROUND 0 WASTE DWATER TOP OUT 0 WASTE D IATER TUB AND SHOWER PAN GAS TEST O WATER HEATER 0 SOLAR WATER ELECTRICAL ELECTRIC UNDERGROUND UFFER ROUGH ELECTRIC ELECTRIC SERVICE 0 TEMPORARY BONDING 0 POOL MECHANICAL O DUCT & PLEM., 0 REF. PIPING HEAT - AIR COND. SYSTEMS I VENTILATING SYSTEMS FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTION REQ IF INSPECTORS DATE CHECKED APPROVAL SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI PRESTRESSED CONCRETE POST TENSIONED CONCRETE FIELD WELDING HIGH STRENGTH - BOL1S SPECIAL MASONRY CA PILES CAISSON t INSPECTOR -J '•. . :.- CALL FOR FINAL INSPECJ TE ITEMS ABOVE HA FINAL PLUMBING ELECTRICAL MECHANICAL GAS BUILDING I' SPECIAL CONDITIONS DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 ) - (619) 438-1161 MISCELLANEOUS FEE RECEIPT Applicant Please Print And Fill In Shaded Area Only JOB ADDRESS Z 3o I 2UC_ _c4fAJAS/ - PLAN ID NO. ASSESSOR'S PARCEL NO. OWNER ! C 'eLLU (4 ø( OWNER'S MAILING ADDRESS PQ b)( 1 7 -? 07 - * VAL TO IA1 05Misc. 60.00 CITY v ,J t. ZIP ? 27/ (,L TEL. / CONTRACTOR /j •7..j-O 'ESTMATED VALUATION CONTRACTOR'S 'ô MAILING ADDRESS PLAN CHECK FEE 001-810-00-00-8821 IF THE APPLICANT TAKES NO ACTION WITHIN 180 DAYS, PLAN CHECK FEES CITY ZIP TEL. WILL BE FORFEITED. - STATE BUSINESS LICENSE NO. LICENSE NO. SUBDIVISION LOT(S) k ' ç O\I 1 LEGAL DESCRIPTION 'U 4q 4,a.iz 0 2 ENERGYCALCS 4*uc,-e o 2 1987 ENEAGCALCSZ>' FOR NON RESIDENTIAL'BLDGS 2 STRUCTURAL CALCS DESCRIPTION OF WORK 7.jç 5p7,9j SOILS REPORTS 2 SELF ADDRESSED ENVELOPES DATE GIVEN! DATE SENT TO APPLICANT CONTACT PERSON ./ô. - LA COSTA LETTER ADDRESS i? a 9O>c /9'? 07 SCHOOL FEE FORM CITY ZIP TEL.53—,</ P & E CORRECTIONS LIST .._7 CERTIFICATE OF OCCUPANCY 4ICANJVS S3NATUR7 DATE White - File Yellow - Applicant Pink - Finance Gold - Assessor • . 4FftAL BUILDING INSPECTION ..............I, PLAN CHECK NUMBER: 87655 DATE: 5-3-88 PROJECT NAME: PAC TL CELLULAR ADDRESS: 2301. Sunny Creek Rd. . PROJECT NO.: UNIT NUMBER: _________________ PHASE NO.: TYPE OF UNIT: TI SWitChflq statIon NUMBER OF UNITS: CONTACT PERSON: Arlin CONTACT TELEPHONE: 704622 . BY: APPROVED 'DISAPPROVED INSPECTED • DATE BY: INSPECTED: APPROVED ______ DISAPPROVED INSPECTED .. . DATE • . •. BY: . INSPECTED: APPROVED ______ DISAPPROVED COMMENTS: ./. .1 Rev. 1186 'WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utti PINK: Pianning GO D: Fire * FINAL BUILDINGiNSPECTION PLAN CHECK NUM 87655 PATE: 5-3-88 PROJECT NAME: PAC TEL CELLULAR ADDRESS: 2301 Sunny Creek Rd. . PROJECT NO.: UNIT NUMBER: . PHASE NO.: TYPE OF UNIT: TI Switching station NUMBER OF UNITS: CONTACT PERSON: Arlin CONTACT TELEPHONE: 7458622 . bl.enc*in,oIan. fire. h2o. . INSPECTED' DATE MAY 051980 BY: " . INSPECTED: * APPROVED ______ 'DISAPPROVED INSPECTED DATE BY: _______________________ INSPECTED: APPROVED ______ DISAPPROVED INSPECTED. - DATE- BY: . INSPECTED: ___________ APPROVED ______ DISAPPROVED. Costa Real Municipal Water-District. . COMMENTS: Engineering Department MAY 051988 (619) 4383367 . - Rev. 1186 WHITE: SuspenseBLUE: water District REEN: Engineering CANARY: Utilities-PINK: Planning GOLD: Fire -. -* - I - - FINAL BUILDING INSPECTION PLAN CHECK NUMBER: . DATE: PROJECT NAME: PAC TEL CELLULAR . . . - ADDRESS: 2301 Sunny Creek Rd. PROJECT NO.: UNIT NUMBER: PHASE NO.: TYPE OF UNIT: TI Switchlnci .stUOfl NUMBER OF UNITS: CONTACT PERSON: Arlin CONTACT TELEPHONE: 754622 bij,ønqIna ptan, fire, h2o INSPECT DATE BY: INSPECTED: i7_1 APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: ____________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED ______ DISAPPROVED COMMENTS:- -. • - - Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: PianninGOLDFire) 4' FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 87655 - DATE: 5388 PROJECT NAME: PAC TEL CELLULAR ADDRESS: 2301 Sunny Creek Rd. I PROJECT NO.: - UNIT NUMBER: PHASE NO.: TYPE OF UNIT: TI Switching station NUMBER OF UNITS: CONTACT PERSON:----,—Arlin -. CONTACT TELEPHONE: 7458622 b1.enain.oIan.flre.h2o INSPE PT CT DATE BY: INSPECTED:2 '1APROVED , 11 ---DISAPPROVED INSPECT • • -..-.DATEr------ ;f_J / - o BY: INSPECTED: APPROVED ______ DISAPPROVED ..:._-•------ •••. _•; ' - . - : INSPECTED DATE. • BY: • • • INSPECTED: APPROVED • DISAPPROVED -• COMMENTS: O7 ,4L3L . 4) 7/ '5'oo/1 Rev. 1186 WHITE: Suspense BLUE: Water District Englneeg CANARY: UtIlities PINK: Planning GOLD:-Fire ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: I JURISDICTION: PLAN CHECK NO: 57- SET: JJ_ PROJECT ADDRESS:_______________________________ PROJECT NAME: PAC 7E1.. CEIWLAR, f'/*'AJ( -5W,T0bJ S7Z ._]APPLICANT []JURISDICTION ]PLAN CHECKER OFILE COPY j ups ODESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. fl The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified 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 Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. Li The applicant's copy of the check list has been sent to: [1 Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted:Ai- 8o20E Date contacted: iI t-1 Telephone # 7/_7_357j REMARKS: By: 3'(ED\LEft) Enclosures: PS(TT. rflRPrRA'rT(m1 ESGIL CORPORATION 9320 CHESM'EAKE DR.. SUITE 208 SAN DIEGO. CA 92123 (619) 560-1468 DATE: I 7 ISDICTI JURISDICTION: 0 CHECK] 0 FILE COPY PLAN CHECK NO: %7-(.55 0 UPS 0 DESIGNER PROJECT ADDRESS: PROJECT NAME ELLL)LA Pi4oJ 5c.0 SEA.. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply D with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 0 identified on the enclosed check list and shouldbe corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. em The applicant's copy of the check list has been sent to: 1'jLAiI ve- P.O-T_:'~OX Iq707 I P_Q WS C. A. q 21t4 D Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan cheFk has been completed. Person contacted: .'}.. Date contacted: /2/'7/?7 Telephone #.j14 55 (46 0 REMARKS: By: 22L._- Enclosures:_________________________ ESGIL CORPORATION z17 J. LAN CH= NO.. FORZOORD: PLEASE KKAD .3URISDIcrICN: CA12L5BA' TO: Joe C../L.Wt4- P.O. eog 0707 tRWt 9'7j714. paJPANC!: B - BUUDThG USE: TEL. 5vJ 'TC.% )ThT%b XIPE OF cNSION: -. AIUAL JiRE&: 440 F1 L&BLEARE&: (OOO STORIES: to ocaizrx WAD:__________________ PI.N ø)xKION suocr GENERAL.COMMERCIAL Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To sneed u the _recheck process, note onthis list (or a copy) _where each correction item has been addressed, i.e.._ Plan sheet, specification. etc.Besuretoenclosethemarkeduplistwhen you submit the revised plans. Date plans received by jurisdiction: __241 Date plans received by Esgil Corp. :t'2-7-7 Date initial plan check completed: By: E.AeJt Applicant contact person: 3. CiL'tJL Tel. _1t4- _(Dt4- W19 6AWATT-TV-7 "T, -10~xlp List No. 30, GENERAL COMMERCIAL, WITHOUT. ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS 1 MANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619) 560-1468. ,V. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. GEREM X. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and, the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the design. Please include the California license number and the date the plans are signed. ,6 Indicate on the Title Sheet whether or not a grading permit is required for this project. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Construction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. Justification to exceed allowable height or stories in Table 5-D. C. SI1 PLAN X. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". 2' 4/23/86 Wz The foundation plan does not comply with the following soil report recommendation(s) for this project 182. Provide fire sprinklers Section 506, 507, 508 or 3802. See also jurisdiction ordinance. 83. When serving more than 100 sprinkler heads, ( automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Ø. Provide class _______ standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. R. FOUNDATION- ;0. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. () Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans.. (When required by the soil report)-. ;PP. 'O o Loi..) QGoTr Or-OZ. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. () Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: the building pad was prepared in accordance with the soils report: the utility trenches have been properly backfilled and compacted, and; C. the foundation excavations, forming and reinforcement comply with the- soils report and approved plan". Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. )t92. Show height of all foundation walls. Chapter 23. 13. Show height of retained earth on all foundation walls. Chapter 23. Show distance from foundation to edge of cut for fill slopes and show slope and heights of cuts and fills. Chapter 29. 15. Note on the plans that wood shall be 6 inches -" above finish grade. Section 2516 (c) 7. 3e.. ELE CLCO TLOU rr iCI FLLO\AJS. 16 4/23/86 .. :.:. •: F I (IJ : ; ' i (,)i; JuRIsDIcrION: CALS73 i1- PLAN CK= NUMB:/ •- -. 7 Submit complete electrical plans and specifications. 7. Submit plan showing location of all services. Submit complete one-line diagram of service and feeders. /( Indicate the grounding system to be installed for building service. (I) Indicate ampere interrupting capacities (AIC) of service and subservice equipment. NEC 230-65/110-9. Indicate sizes of fuses and/or circuit breakers. Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits. If fuses are not used to limit fault currents on branch circuits to 10,000 amps, specify method to be used. 9' Submit plan showing location of all switchboards. 3O Indicate dimension of switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). i1 Submit plan showing location of all transformers. Indicate the, grounding system to be installed for transformers. NEC 250- 26(c). DATE: rai VOLLIE WAMM PLAN OIEK: 0 (YJEN DIlLON Provide overcurrent protection on the secondary side of transformers. NEC 240- 21/384-16(d). Submit plan showing location of all panels. Submit panels schedules. Specify conduit and wire sizes. ()Specify aluminum or copper conductors and type of insulation. 3P Show approximate length of feeders. ,)d Specify electrode conductor size and type wire. (aluminum or copper) )O Submit electrical load calculations. . Indicate existing service size. Indicate existing building load. Indicate new additional loads. )11. Indicate wiring method. Show exit signs on the electrical lighting plan. Note: Power for exit lights and emergency lighting must conform to the 1985 UBC Sections 3313 and 3314. 3B Provide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. 21. Provide multiple switch lighting controls per CAC, Title 24, 2-5319. Any questions on electrical please contact the plan checker shown above, at Esgil Corporation at (619) 560-1468. Thank you. () Vi /S 1c0 , 51AJ L & 514 1i2/ 2p1 1),'OD,lJYV?1F,J6r Date: Jurisdiction Prepared byf E3 Bldg. De. VALUATION ID PLAN CHECK ZE Esgil PLAN CHECK NO.___________ BUILDING ADDRESS - APPLICANT/CONTACT J. CYLJI PHONE NO. BUILDING OCCUPANCY B-2. - DESIGNER PHONE____________ TYPE OF CONSTRUCTION CONTRACTOR PHONE___________ BUILDING PORTION BUILDING AREA - VALUATION MULTIPLIER VALUE ____ S*:i-c 5r.i,3 4-50 2.00 11,700 Air _Conditioning Commercial Residential Res. or Comm. Fire_SDrjr.klers Total Value Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee S Plan Check Fee s 5 COMMENTS: 814182 2560 ORION WAY CARLSBAD, CA 92008 TELEPHONE (619) 931-2121 Cttp of Car1bab FIRE DEPARTMENT PAGE 1 OF_ APPROVED DISAPPROVE PLAN CHECK REPORT CH ECK# PROJECT IC1Vi&L (LLIiLA(? ADDRESS ,,i j,( ARCH ITECTI(S 47;0\09610 i ADDRESS (ü,jA ,Ei- 144 tft PHONE ?/L/_67 3-3S OWNER Me TL c./ L1 LA( ADDRESS PHONE OCCUPANCY ? CONST. ki TOTAL SQ. FT. 14 14 STORIES I SPRINKLERED 0 TENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS,.AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required: O Automatic fire sprinklers (Design Criteria: Dry Chemical, Halon, CO2 (Location: O Stand Pipes (Type: / 0 Fire Alarm (Type/Location: 7. Fire Extinguisher Requirements: -- DOne 2AratedABC extinguisher for each! -r1Yt sq. ft. or. portion thereof with a travel distance to the nearest o extinguisher not to exceed 75 feet Of traveL An extinguisher with a minimum rating of to be located: 0 Other: Additional fire hydrant(s) shall be provided EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, "This door to remain unlocked during business hours" shall be placed above the main exit and doors EXIT signs (6" x 3/4" letters) shall be placed over all required exits and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires,, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. Additional Requirements. 3oE c!yij,K Comply with regulations on attached sheet(s). Plan Examiner / Date ' 142 J,P7 Report mailed to architect _______ Met with Attach to Plans ENGINEERING CHECKLIST LEGEND Date: 12 /187 Item Complete Plan Check No. Incomplete - Needs Project Address: 23ol SOMAW eft-6-K RO (9 Your Project Name Action &4JJ7CMlN(1_cSTAT'O/l FieldCheck Date 1,2,3 Number in circle indicates plancheck By: number that deficiency was identified M CO ca LEGAL REQUIREMENTS Site Plan w Ce w Ix w ac Provide a fully dimensioned site plan drawn to scale. Show: North 19/0 D arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width and dimensioned setbacks. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing 0 0 0 and proposed slopes, driveway and percent (%) grade and drainage patterns. 0 0 Provide legal description of property. Id 0 0 Provide assessor's parcel number. PERMITS REQUIRED Grading fl fl 5. Grading permit required. (Separate submittal to Engineering Department required for Grading Permit). $ 0 0 6. Grading plans in plan check PE___________ 0 7. Need the following completed prior to building permit issuance: 0 D Grading plans signed. 0 Grading permit issued. 0 0 Grading completed. 4 1 El 0 Certification letter and compaction reports submitted. 0 0 Grading inspected and permit signed off by City Inspector. EJ 0 8. Right-of-Way Permit required for work in public S right-of-way (e.g., driveway approach, sidewalk, connection to water main, etc). O 0 9. Industrial Waste Permit application required. To be filled out completely and returned to Development Processing. FEES REQUIRED Park-in-Lieu fees required. Quadrant: Fee Per Unit: Total Fee: Traffic impact fee required. Fee Per Unit: -, Total Fee: Bridge and Thoroughfare fee required. _________ Fee Per Unit:— Total Fee: Public facilities fee required. Facilities management fee required. Fee:2&.,.t 0 Sewer 15. Additional EDU's required: permit no 0 Sewer connection fee:___________ 0 0 16. Sewer lateral required: 'iA rV REMARKS: 0. K. to i Date: /2 -11-8? If you have any questions about any of the above items identified on this plan check, please call the Development Processing Department at 438-1161. Jon Do oc: Do Discretionary Action Required YES NO Type CuP 87-7 YES '/ NO )e5A TAlE 0ECu,2/4 -ret Cb &/12-/9 7 YES NO i/y-:. YES NO 01< (I F 4)1 a - 4- ( ( C 4. C PLANNING CHECKLIST Plan Check No. Address 2301 60iuw'i CRE Type of Project and Use Thqvtvg cS,rcw,,r, 5T/ITIQrJ Zone j--jQ Use Allowed? YES Pc NO Setback: Front OK Side cDK. Rear Facilities Management Zone School District: San Dieguito Encinitas _... IA arusoau p... 3d11 IvIdrub Environmental Required Landscape Plan Required j51 Comments Jwi ,i)L. Oi Coastal Permit Required Additional Comments oj' OK TO ISS 2!~~2 DATE PROJECT FOR , LOCATION ITEMS SHEET NO. BRANDOW & JOHNSTON ASSOCIATES JOB NO. CONSULTING STRUCTURAL ENGINEERS DATE / 1660 W. THIRD ST.. LOS ANGELES, CALIFORNIA 90017 TELEPHONE 484.8950 AREA CODE 213 ENGINEER ~77ZJ.7i1r '- i I#./O 477b ..~76 f-- BRANDOW & JOHNSTON ASSOCIATES 4901 BIRCH ST. AT VON KAMAN NEWPORT BEACH, CALIFORNIA 92660 (7,c/) c 37 f? ;: PROJECT FOR LOCATION A ITtM c_i, ri# r 'p o at BRANDOW & JOHNSTON ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 1660 W. THIRD ST.. LOS ANGELES. CALIFORNIA 90017 TELEPHONE 484.890 AREA CODE 213 SHEET NO. JOS NO. DATE ENGINE O7ZA.J .<. .c) - ,/3 * ('O. /7()) = 34 .*4,$C Wr IÔ ............................. - - J.J I iy I I4 I I I .....................................I ........;... .. ...L:.,... Li 4 4q44/ci$ -------------- ---.--.--.- ... ..--., .v.. J L40 a s4 f,IAI - '7r ,e (2 .) (/) (, /.c) 3/ 173& do f L .4 M' I17) vi — (Z z •) (2) = £ (zi) J./ qe (,'a. ') — 4,—/ PROJECT FE47L POR LOCATION rz LS ITEM BRANDOW & JOHNSTON ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 1860 W. THIRD ST.. LOS ANGELES, CALIFORNIA 90017 TELEPHONE 464.8960 AREA CODE 213 SHCLT NO, JOB NO. DATE ENGINEER fri r owJEr"Lc Vy 4X6 ''• .' ' "fl :(6' ' 133 / Er'V • a , . CITY oF Lcs AFI FS COMMISSIONERS CITY i RICHARD VHARTZLER I PRESIDENT BCNITO A. SINCLAIR VCC IDL4? REVLACION P. AORACOZA MARCIA MARCUS - ICHAO M:KE MuRA5 :. ADVISORY BOARD MEMBERS I PATRCD.MAYERS I RESIOE.'4T ROBERT B BURI<E VICEPCIDENT I IRWIN H. GOLDENERG DIANE MUNIZ PASLLAS DR. DOROTHY M. 1UCR RICHARbE. BECKER i CCARY (I CALIFORNIA IHII DEPARTMENT OF BUILDING AND SAFETY 41t. CITY WALL LOS ANGELES. CA 0012.45.9 FRANK V. KROEGER - . GNAl. MAIA WARREN V. O•BRIEN exCuv OFiCR UTV GENERAL MANAGERS \ K. R63ERT AYERS t ROBERT J. PICOTT LVJ EARL 5CHWARTZ TIMOTHY TAYLOR ally Enginêred Structures', Inc. P. 0. Box 981 BaIly, PA 1503-0098 (215) 845-21l RR 24163 Expires: March 1, 3988 GENERAL APPROVAL - Renewal.- Sally Sandwich Panel System for Walk-In Coolers and Freezers. . ..- DETAILS The! panels consist of metal skins and urethane foam core, 4 inches in thickness and normally 46 inches In width. They are intended for use as interior or exterior load bearing walls and roofs, as shear walls and diaphragms. Connectionsf the panels are by use of Speed Lok Connectors, which are ethbedded in the panels during their fabrication and can be actuated by use of a socket wrench through removable plugs on the panel skins. The connection is made by rotating a locking arm of one unit to engage a locking pin in adjacent unit. When the arm is turned, it protrudes from a slot on the edge of the panel and enters through a slot in the adjacent panel to complete the connection. Accurate alignment of the connectors between panels is required to make them workable. The connectors are used along the sides at 46 inches and along the ends at 23 inches maximum spacings. The urethane foam is BASF Wyandotte Pluragard P-48 having a density of.. 2.2pcf. The metal skins are either .042 inch thick 3003-11174 alt3minum; .03 inch thickgalvánized steel having 35 ksi minimum yield strength, 49 ksi minimum ultimate strength, 23% in 2" minimum elongation and base metal hardness of 50 on the Rockwell B Scale; or stainless steel? Type 301 or Type 302. The approval of the system, is subject to the following: 1. Use of the panels shall be limited to locations where combustible materials are permitted by the Code. RR 24163 Page 1of4 AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER Bally Engineered Structures, Incorporated REi Bally Sandwich Panel System for Walk-In Coolersand Freezers 2. Panels shall be fabricated in the shop of a licensed fabricator approved by the Los Angeles City Building Department. Each panel shall be identified by the manufacturer. Fabrication in unlicensed shops will invalidate this approval. Name and, address of fabricator shall be' indicated on the approved job set of plans. 3.' Materials for the panel shall be as specified above. Test data by an approved testing agency shall be submitted upon request.. 4. Complete, plans and design calculations bearing the signature - of a civil or structural engineer registered in California shall be submitted for each job. S. The foam plastic shall be protected from the interior of the ' freezer 'or cooler and from the room , in which it is placed, if used in': Lhe interior of a building, by use of gypsum wallboard of 1/2" thickness or other material having a 15 minute thermal barrier acceptable to the Department. Exception: The thermal barrier is not required if (1) the cooler or freezer floor area is less than 400 sq. ft., or (2) the cooler or freezer floor area is 400 sq. ft. or cgreater, and that, part of the building in which the cooler or freezer is located and the inside of the cooler or freezer are fire sprinklered. 6. Design of a building utilizing the panels shall be in accordance with the Code and the data included below. Panel use limitations Maximum height for shear and bearing walls S't'eel skins Aluminum skins Max' irnum diaphragm length MaxImum horizontal span for roof loading Loading Maxiinusn shear due to transverse loading per foot width of panel Maximum concentric axial loading 1,5 ft. height (steel skins) 120 12 ft. height (aluminum skins) 100 7 ft. 10 in. height 450 RR 24163 Page 2 of 4 16 ft. 12 ft. 35 ft. 15 ft. 167 lb. lb./lineal ft. lb./lineal ft. lb./lineal ft. Bally Enginèèred Structures, Incorporated RE: Bally Sandwich Panel System for Walk-In Coolers and Freezers .........: Maximum diaphragm shear 100 lb./ft. Maximum racking shear (Shear wall) for height/width ratio of 1:1 100 lb./ft. Stiffness (El) - 32.8 x 1,0'OO,OOO lb. per in. squared for 46" wide panel. Weight of panels - aluminum 2 psf; steel 3.5 psf. Loading on Speed Lok Coniector Tension parallel to panel face 290 lb./ connector Sheat along longitudinal edge of pazel in direction parallel to. pane], edge 248 lb./connector Transverse shear . 304 lb./connector Conztor locations must be shown on plans and checked for all loads. Allowable loads for shear walls and diaphragms are not applicable to buildings incorporating structural steel framing. No stress increase is allowed for the values indicated above. Ii. All design values and methods not included in this report shall be in accordance with the Code. 7. All Speed Lok Connector locations and assembly shall be verified in the field. DISCUSSION The approval is based on tests and analyses. Tests per ASTM E84 on the P-48 foam material indicate Flame Spread rate of 20 and Smoke Density factor of 180. RR 24163 Page 3 of 4 FPO'l PALLY FI-IG E:clt.L. F (MOu.0- 15. .• 1:4,; 140.11 PAGE 5 Rally Enginred Structures, Incorporated RE: Bally Sandwich Panel System for WalkIn Coolers and•--Eeezers .-••-.--.- .... This general!approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has' determixied that all conditions of this Approval have been met in the projeát in which it is to be used. LARRY WESTPL, Chief Research and Development Division NT -jr RRR24i63 R5.12.87 RR 24163 Page 4of 4. ..BALLY MODULAR STRUCTURES ARCHITECTURAL SPECIFICATIONS SCOPE - These specifications cover Modular Structures and related equipment and accessories. MANUFACTURERS' INSTALLATION INSTRUCTIONS - Contractor shall furnish to owner in- structions detailing assembly of the building, operating and maintenance instructions, and other data pertaining to proper upkeep and operation of the building. Installation shall be carried out with the approval of the architect, in accordance with the equipment manufacturers' published instructions. REGULATIONS AND CODES - All work and materials shall be in full accordance with local. and/or state ordinances, and with any other prevailing rules and regulations regarding potentially hazardous equipment or locations. Bally Engineered Structures, Inc. is not responsible for fur- nishing items required by the regulations, but not specified or shown on the drawings or con- tained in the specifications. WARRANTY - 10 YEARS - The manufacturer shall warrant that any part of the installed structure supplied by Bally is free from defects in material or workmanship under normal use and service. The manufacturer shall be obligated to repair or replace any part of this equipment cov- ered by the warranty which proves to be defective within the period of 10 years from the date of original installation. The warranty shall not apply to equipment which has been subjected to any accident, alteration, abuse, misuse or improper installation and shall not include any labor charges for replacement or repair of defective parts. MODULAR STRUCTURES - Sectional rooms complete with doors shall be manufactured by Bally Engineered Structures, Inc. The urethane foam core shall be classified by Underwriters Laboratories as having flame spread of 25 or lower and smoke generation of less than 450 when tested in accordance with ASTM E-84-76. They shall also be approved by Factory Mutual as Class 1 building type. Panels shall consist of interior and exterior metal skins formed with steel dies and roll-form equipment and checked with gauges for uniformity and accuracy. The metal skins shall be -placed into steel molds and liquid urethane injected between them. For extra rigidity, the ex- teriors of all vertical panels, except corners, shall have vertical grooves spaced on 5-3/4" cen- ters. Panels over 12 feet high will also have interior vertical grooves. Urethane shall be foamed- in-place (poured, not frothed) and, when completely heat-cured, shall bond to the metal skins to form a rigid 4" or 5" thick insulated panel. The expanding,agent shall be Freon 11 only, with an inherent pressure of 38 psi when foam is heated to 150 F (65.60 C). The thermal con- ductivity factor ("K") shall not exceed 0.118 BTU per hour per square foot per degree Fahren- heit per inch. Overall coefficient of heat transfer ("U" factor) shall not exceed .029 (R-34) for 4" thick walls. The insulation must retain dimensional stability in an operating temperature range of -900 F (-67.70 C) to +2500 F (121.10 C) dry heat. Panels shall contain 100 percent urethane insulation and have no internal wood between the skins. To insure tight joints, panel edges must have foamed-in-place tongues and grooves with a flexible vinyl gasket also foamed- in-place on the interior and exterior of all tongue edges. Gaskets shall be resistant to damage from oil, fats, water, detergents and sunlight. All panels except corner panels shall be made in 23" and 46" widths, and shall be fully inter- changeable for easy assembly. Panels 11-½" or 34-½" wide are to be furnished only when re- quired to fit the allocated space. To assure alignment and maximum strength, corner panels shall be 90 degree angles with exterior horizontal dimensions of 12" on each side. Multiple-Tier Installations - (Specify when buildings are more than 20 ft. high, 16 ft. high for outdoor installations with aluminum finish.) Panels placed on top of one another must be se- cured to horizontal steel girts mounted between columns. -2— In floor construction, Bally furnishes floor panels only. All construction and preparation for Bally floor panels must be carried out by others. LIGHT USAGE FLOORS - Floor panels shall be placed on a concrete pad and leveled. Where it is necessary that inside floor and outside platform be level, the concrete pad shall be made with a 4" deep depression to receive the 4" Bally floor panels. FLOOR PANELS - Floor panels shall be similar to all other panels but must be made with G-90 .073 galvanized 14 gauge steel interior skins to withstand uniformly distributed floor loads up to 600 pounds per square foot. Panels shall be equipped with Bally "Speed-Lok" joining devices. The distance between locks shall not exceed 46". Each locking device shall consist of a cam-action, hooked locking arm of a replaceable type placed in one panel, and a steel rod positioned in the adjoining panel, so that when the locking arm is rotated, the hook engages over the rod and draws the panels tightly together with cam action. The locking arms and steel rods shall be housed in individual steel pockets set into the panel. Pockets on one side of the panel shall be connected to pockets on the other side, in width, by the use of 2"-wide steel straps set into the insulation. When panels are joined together, these straps shall form "perimeters of steel", with lock-to-lock-to-lock connections for extra strength. An aligning device shall be provided in at least one "Speed-Lok" pocket for every vertical panel. Press-fit caps shall be provided to close wrench holes. The re- quired locking wrench shall be supplied with the building. 6. EXTERIOR FINISH .026 Bright gal'ianized steel (24 ga.). .026 Galvanized steel with white polyester painted finish (24 ga.). .026 Galvanized steel with sand tan polyester painted finish (24 ga.). .038 Stucco embossed aluminum. .030 Stainless steel (22 ga.). .026 Galvanized steel with chocolate brown painted finish (24 ga.). Rustic Wood (height limit 10'0"). Stone aggregates (Desert Brown, Tangerine, Cocoa Brown, Limestone, Cedar, Pearl Gray) .022 Tan profile (26 ga.). 7. INTERIOR FINISH - A through F plus Oriented Strandboard and Wood Grain Vinyl on Galvan- ized steel. Note: Floor interiors are provided with .073 galvanized 14 gauge or .060 stainless steel 16 gauge. 8. 4" THICK HINGED ENTRANCE DOOR PANELS A. Entrance openings listed in the following size schedule shall be provided in 46" (or 69") wide panels. The door is an infitting flush-mounted type. Construction of both panel and door shall be as stated in paragraph 5. A thermoplastic gasket with a magnetic core shall be mounted on the top edge and along both sides of the door. The magnetic force of the gasket shall keep the door closed and the gasket shall form a tight seal. The bottom edge of the door shall contain a flexible, dual-blade wiper gasket. Gaskets shall be replaceable and resistant to damage from oil, fats, water, detergents and sun- light. Construction of the door panel shall include a heavy, "U" channel type, reinforced steelframe around the entire perimeter of the door opening to prevent racking or twisting. Doors are available in the following clear opening sizes: 30" x 78", 30" x 84", 34" x 66", 34" x 78", 34" x 84", 42" x 78", 48" x 78", 48" x 84", 60" x 78", 60" x 84". The number of doors, their location and direction of swing is specified on the plans. -3— Hardware for standard hinged entrance doors. (Doors with 30", 34" and 42" wide openings.) All hardware shall be surface mounted satin finish when specified for aluminum- or galvanized- finished buildings. Polished hardware shall be specified for stainless-steel-finished buildings. DOOR HINGES: Each door shall have two hinges of the spring loaded, self-closing type, with plated steel pins and Deirin cam-type bearings. DOOR LATCH: The latch shall be designed to open the door easily by breaking the magnetic force of the door gasket. The latch shall have a cylinder lock with provisions for padlocking. It shall also include an inside safety release handle to prevent anyone from being locked inside. Hardware for hinged entrance door. (Doors with 48" and 60" openings.) -All hardware to be surface mounted. LATCH AND STRIKE ASSEMBLY: The latch and strike assembly shall be satin, polished or chrome finish. The latch shall be made to accommodate a padlock but must include an inside safety release mechanism to prevent anyone from being locked inside. HINGES: The hinges shall match the latch in general finish and design. Blades shall be no less than 9" long and hinges shall be of the up-lift type with Delrin cams on 3/8" dia. pins. (60" wide doors are provided with three hinges.) Weatherproof shields - All doors for outdoor structures shall be supplied with a metal shield above the door to divert rain and snow from the door opening. Siliplates - Provide an extruded aluminum type sillplate on less floor applications. Horizontal Sliding doors - Single slide (or bi-parting) entrance doors, where specified, shall be manually operated. The sliding doors (s) shall be a minimum of 4" thick. They shall slide freely on metal tracks with steel rollers. Finish, construction and insulation of the door and door panel shall be bright galvanized steel, galvanized steel with sand tan or white polyester paint, stainless steel or smooth aluminum. The door shall contain padlocking provisions and include an inside safety release. Gaskets shall be resistant to damage from oil, fats, water and sunlight, and shall be replaceable. They shall form a positive tight seal. Hardware shall be cad- mium-plated cold-rolled steel. (Opening sizes are 36" x 78", 36" x 84", 60" x 78", 60" x 84", 72" x 96".) 9. HINGED ENTRANCE DOORS (2" Thick) Insulation shall consist of a full 2" thick foam urethane insulation core. Heavy gauge matching - metal jambs must be designed to fit prefab panels perfectly without the use of any interior framing. Jamb members shall attach to panels with sheet metal screws. The door shall be sup- plied with weatherstripping and a wiper gasket, observation windows, 10" x 10" or 24" x 36" are available as factory-installed options and must be specified if required. Entrance openings are available in the following clear opening sizes: 36" x 78" and 36" x 84" for single doors and 48" x 78", 48" x 84", 60" x 78", 60" x 84", 72" x 78", 72" x 84" and 84" x 84" for double doors. Hardware for Doors - Hardware shall be Yale # 5237-US 32 D cylindrical lockset with satin stainless steel finish. Pin tumbler cylinder can be keyed differently, keyed alike or master keyed. Door Hinges - Each door shall have (3) SOSS 450 T tamperproof pinned butt hinges. Weatherproof Shields - All doors for outdoor structures shall be supplied with a metal shield above the door to divert rain and snow from the door opening. -4— E. Siiplates - An extruded aluminum siliplate shall be provided on outdoor buildings which are furnished less the floor. 10. MANUAL OVERHEAD SLIDING DOORS - Doors shall be steel sectional overhead type. Sections shall be 2" thick, roll formed from hot dip galvanized steel. Finish painted on the exterior with a coat of baked-on polyester enamel over epoxy primer. Interior is finish painted with baked-on poly- ester enamel. Exterior lock shall be five pin tumbler cylinder with night latch and steel bar engaging track. Interior locking is dead bolt with hole to receive padlock. Bottom of door to have flexible U-type vinyl seal in aluminum retainer attached to section with %" bolts. 11. WINDOWS -Windows sha11 be 30" x 30" in size and be the "fixed" type. They shall be made as a complete unit and consist of 2 panes of glass separated by a sealed air space. The metal trim shall be of same finish as remainder of the panel. 12. PARTITIONS - Insulated metal-clad partition panels shall be provided when compartments are to be separated. 13. PREFAB SECTIONAL METAL ROOF - (For buildings installed outdoors and not exceeding 34'7" in width - can be any length.) A prefab sectional roof shall be furnished for the building to provide awaterproofcoveringfor ceiling panels. It shall be made of .038 stucco-embossed aluminum. 14. SUPPORTING STEEL - Structural steel, of sufficient size and strength, shall be supplied to sup- port ceiling panels and wall panels where necessary. If the building is installed outdoors, snow load and wind load must be specified to determine steel sizes. (Where required, all sizes, types and weights of steel, as recommended by the manufacturer/sup- plier, shall be submitted by the architect to state or local building authorities for approval.) 15. GUTTERS & DOWNSPOUTS - Rain gutters and downspouts shall be provided to match exterior finish of building. 16. LOUVERS - Louvers are fixed type with insect screen, factory installed. Operable louvers are a- vailable at special request. 17. ALTERNATE AND OPTIONAL EQUIPMENT Type M Bullet Resistant - Steel plate shall be foamed in panel which will absorb fire from cali- bers up to a .30-06 rifle. .073 Galvanized Exterior Metal 14 gauge - Exterior skins can be furnished in 14 ga. steel. This design will absorb fire from calibers up to a .22 rifle. Mortise Lock - 4" Door - I$ckset shall be Best model with Yale cylinder. Provide pull handle on exterior for easy access. Mortise Lock - 2" Door - Shall be Corbin model 710-9523. Includes latch bolt by key outside and knob either side. 18. SPECIFY BY NAME To assure that specifications prepared from this guide will be complied with fully, we suggest that the following paragraph be included: The modular structure shall be as manufactured by Bally Engineered Structures, Inc., Bally, Pa. To protect the client's interests, no substitutions will be accepted unless by specific approval. LEIGHTON and ASSOCIATES - INCORPORATED 0 • / Ii_fl_ GEOTECHNICAL and ENVIRONMENTAL ENGINEERING CONSULTANTS December 18, 1987 Project No. 4871821-01 TO: PacTel Mobile Access P.O. Box 19707 Irvine, California 92714 ATTENTION: Joseph A. Cyiwik - Manager Construction and Engineering SUBJECT: Plan Review, Proposed Mobile Access Utility Tower and Equipment Building, Squires Dam Site, Carlsbad, California References: (1) "Final As-Graded Geotechnical Report, Proposed Mobile Access Utility Tower and Equipment Building, Squires Dam Site, Carlsbad, California," Project No. 8870133-02, dated August 18, 1987, by Leighton and Associates, Inc. "PacTel Cellular Squires Dam," Sheets S-i and C-i, dated November 6, 1987, by Stokes and Bojorquez, Inc. "Specifications for Squires Dam Cell Site, Building SDI E Pac Tel Cellular," November 1987, by Stokes and Bojorquez, Inc. In accordance with your request, we have reviewed the referenced material and provide the following comment: The foundation plans and specifications (References 2 and 3) are in general conformance with our geotechnical recommendations for the proposed develop- ment. If you have any questions regarding our letter, please do not *hesitate to contact this office. We appreciate this opportunity to be of service. Respectful ly, submitted, LEIGHTON AND SOCIATES, INC. . 39552 DFR/JGF/jss ief Engineer Distribution: (4) Addressee 4393 VIEWRIDGE AVENUE, SUITE D, SAN DIEGO, CALIFORNIA 92123 Telex 249208 LAGEO UR J0 E-PIF4 (3 I FRANZ'4E : No. 3552 --I.. CI\9L J . (619) 292-8030 LL LEIGHTON and ASSOCIATES INCORPORATED Aft 'SOIL ENGINEERING *GEOLOGY *GEOPHYSICS *GROUNDWATER 'MATERIALS TESTING 'HAZARDOUS WASTE ASSESSMENT August 18, 1987 Project No. 8870133-02 TO: PacTel Mobile Access P.O. Box 19707 Irvine, California 92714 ATTENTION: Joseph A. Cyiwik, Manager Construction and Engineering SUBJECT: Final As-Graded Geotechnical Report, Proposed Mobile Access Utility Tower and Equipment Building, Squires Dam Site, Carlsbad, California I Introduction In accordance with your request and authorization, we have provided geotechnical I observation and testing services during grading of the subject project (see Site Location Map, page 2). Accompanying Figures and Appendices Figure 1 - Site Location Map - Page 2 Figure 2 - As-Graded Geotechnical Map - Rear of Text Figure 3 - Grout-Rock Capacity vs. Hole Diameter - Rear of Text Figure 4 - Rock Weight vs. Anchor Length - Rear of Text Appendix A - References Appendix B - Laboratory Test Results Appendix C - Summary of Field Density Tests 4393 VIEWRIDGE AVENUE, SUITE D, SAN DIEGO, CALIFORNIA 92123 (619) 292-8030' (800) 447-2626 TELEX 249208 LAGEO UR REGIONAL OFFICES SERVING THE COUNTIES OF: ORANGE, LOS ANGELES, VENTURA, SAN DIEGO, RIVERSIDE/SAN BERNARDINO AND THE COACHELLA AND SANTA CLARITA VALLEY AREAS. ftJ4 FLJ. . . w ri .: . r;. : 1 .. .. . I.. . •.., . / • - ---' - T' - - - /1 SITE '1 SAN DIEW ct = I 1 Spires 1/urn I . ( I -- I I' I I • ---------. / / a/c Lake I 7' - ) - I I I VISTA,/ cri HE -I 0 NI D A ) l I I 3FSAN/P! \!!/ ' TZ CARLSBAD RAG! 18 312 poll' I ( 7 - ------\--- --- --------H1 ---------- çP ./ \ IC /AL BASE MAP: Aerial Foto-Map Book, 1985, Pages 7E and 8E PAC TEL / SQUIRES DAM 2000 4000 i•tr ......;.;.v..-...-..:j cale feet CARLSBAD, CALIFORNIA Figure I SITE LOCATION MAP Project No. 8870133-02 LEIGHTON and ASSOCIATES INC OP POP AT £0 Page 2 - - —SAN DIEGI po 8870133-02 Site Location and Proposed Construction The site is a four-sided parcel located northeast of Squires Dam approximately 1-1/2 miles northeast of the intersection of El Camino Real and Palomar Airport Road in Carlsbad, California (see Site Location Map, Figure 1). The present site is different than the site previously considered for this development as ad- dressed in our previous report (Appendix A, Reference 5). Site grades range from 548 feet to 543 feet above mean sea level. We understand that the proposed construction will consist of an approximately 150-foot tall utility tower and a 22- by 22-foot equipment building adjacent to the tower. Anticipated design loads for the utility tower, presented by your office, are 192 kips (per leg) for uplift and 220 kips for downward loading. The design shear is 20 kips. Grading Operations Grading operations for the site were performed on March 12 and 13, 1987 by Canyon Construction. Grading was performed utilizing an International TD7E bulldozer, Case 480 LL front end loader, and a water truck. In general, grading was carried out in the following manner. Debris and vegeta- tion were removed from the site. Areas to receive fill were prepared by removing loose material, scarifying, moisture conditioning, and recompacting. After moisture conditioning, the fill soils were compacted with the bulldozer and water truck. In order to reduce the potential for differential settlement across the cut/fill daylight line, the cut portion of the pad was undercut 3 feet and replaced with recompacted fill. Slope faces were compacted by trackwalking The site was finished with graded swales and approximately 4 inches of imported gravel. Compaction Testing Compaction testing was performed at appropriate intervals during fill placement. A representative from our firm performed field density testing in general accordance with ASTM D1558-82 (Sand-Cone Method). Our test results and field observations indicate that fill soils were placed at a minimum of 95 percent of the maximum dry density based on ASTM D1557-78. The American Society for Testing and Materials (ASTM) has evaluated the precision of the maximum density test method (ASTM D1557-78) and has indicated that variations in the test results can occur. The range is considered acceptable if the difference between any two results expressed as a percentage of the average value of the two results does not exceed 4.0 percent. As yet, ASTM has not reported precision values for field density test methods, but we expect that variations in the field density test results could also occur. Accordingly, the accuracy of the relative compaction values reported in Appendix C of this report are dependent on the precision of the ASTM test methods and, therefore, may be subject to variation. The results and approximate locations of our field tests are presented in Appendix C and on Figure 2, respectively. The results of our laboratory testing are presented in Appendix B. -3- IPT;Ift LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 Engineering Geology A geologist from our firm was on site to observe geologic conditions exposed in the excavations. The approximate areal extent of the geologic units encountered are presented on Figure 2. Brief descriptions of these units follow: Fill Soils (Map Symbol - Qaf) Compacted fill soils were placed on the entire pad area. These silty sands were generated from excavations in the topsoil and decomposed granitics. Topsoil (Map Symbol - Qtop) Prior to grading, the entire site was mantled by 1 to 3 feet of topsoil which had been disturbed by agricultural operations. These soils consist of dark reddish-brown, very silty, fine to medium sands. Granitics (Map Symbol - Kgr) The bedrock material on site is Cretaceous-aged granitic rock of the southern California batholith. On site, this rock is mostly granodiorite and tonalite. The upper 3 to 5 feet is generally highly weathered. Excavation below this depth generally requires heavy ripping and/or blasting. -4- rinw LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 CONCLUSIONS AND RECOMMENDATIONS Conclusions Based on our testing and field observations, it is our opinion that fill place- ment was performed in general accordance with our recommendations. Laboratory testing (from the previously investigated nearby site) and field observations indicate that the pad grade soils generally have a very low expansion potential. As-graded conditions are substantially in conformance with those assumed in our previous report for the nearby site (Appendix A, Reference 5). Recommendations 1. Permanent Building Foundations on the existing granitics or properly compacted fill soils may be designed foran allowable bearing capacity of 2,000 pounds per square foot at a depth of at least 12 inches below the lowest adjacent ground surface. This value may be increased by one-third for loads of short duration including wind or seismic forces. Footings should have a minimum width of 12 inches and be reinforced with a No. 4 rebar top and bottom in accordance with the structural engineer's requirements. The maximum total and differential settlements for footings designed in this manner are expected to be. within tolerable limits for this type of structure. The outside lower portion of the footing should be a minimum of 5 feet (measured horizontally) from the face of cut slopes and 8 feet from the face of fill slopes. Slab Design Slabs should be designed in accordance with local codes and structural considerations. We recommend a minimum slab thickness of 4 inches and minimum reinforcement of 6x6-10/10 welded wire mesh at slab midheight. However, we understand that you typically reinforce these slabs with No. 4 rebars. We recommend that the spacing of No. 4 rebars be no greater than 24 inches on center each way. The slab should be underlain by a minimum of 2 inches of clean sand or well-rounded gravel to aid in concrete curing. If moisture-sensitive equipment or wiring is to be housed in the structure, a 6-mil (or heavier) Visqueen moisture barrier is recommended below the 2-inch sand or gravel blanket. If gravel is utilized, care should be exercised not to puncture the moisture barrier. Footing and slab subgrade soils should be moistened just prior to concrete placement. Our experience indicates that the use of reinforcement in slabs and foundations will generally reduce the potential for cracking. However, some shrinkage cracking should be expected as the concrete cures. Minor cracking is considered normal; however, it is often exacerbated by a high water/cement ratio, high concrete temperature at the time of place- ment, small nominal aggregate size, and hot and dry weather conditions during placement and curing. -5- Tl;lft LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 Lateral Resistance The soil resistance against lateral loading consists of friction or adhesion at the base of foundations and passive resistance against the embedded portion of the structure. Concrete foundations placed directly on granitics or properly compacted fill soils may be designed using a coefficient of friction of 0.40 (total frictional resistance equals coefficient of friction times the dead load). In lateral resistance applications, a passive resistance of 300 psf per foot of depth, with a maximum value of 2,000 psf, can be used for design. The total allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance providing the passive resistance does not exceed two-thirds of the total allowable lateral resistance. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic loading. 2. Utility Tower Foundation The site of the proposed utility tower is underlain by 3 feet of compacted fill soils underlain by 1 to 3 feet of weathered granitics which is, in turn, underlain by relatively unweathered granitic rock. Considering the dense nature of the granitics, we anticipate that drilling for a cast-in-place pier deeper than 3 to 5 feet below pad grade will be extremely difficult, for conventional bucket or spin-auger rigs. Accordingly, we recommend a rela- tively shallow mat foundation or a guy-wire system. Rock anchors. (or tie- downs) may be necessary to resist the anticipated uplift loads. A cast-in- place pier design is also included if jackhammering or controlled blasting is more cost-effective than the aforementioned systems. Recommendations for the foundation systems follow: Mat Foundation A reinforced concrete base designed with enough mass to resist the overturning moments due to wind and seismic loadings may be utilized to support the proposed utility tower. Prior to concrete placement, we recommend that all loose material and vegetation be removed. The tower base should be reinforced in accordance with structural requirements and the current governing codes. If concrete is placed on granitic material (greater than 3 feet below pad grade), an allowable bearing capacity of 8 ksf may be utilized. An allowable bearing capacity of 3 ksf may be utilized for foundations on properly compacted fill soils. These values may be increased by one-third when considering wind or seismic loadings. The maximum total and differential settlements for a base designed in accordance with the above requirements should be -6- T LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 less than 1/2 inch and 1/4 inch, respectively. Due to the granular nature of the onsite soils, the majority of the settlement is expected to occur during construction. We recommend a minimum embedment for the mat of 12 inches below lowest adjacent grade. Lateral resistance of the tower base may be mobilized by passive resis- tance and frictional resistance. A passive resistance of 500 pounds per square foot of depth may be assumed against the side of the tower base in granitic materials. This value should be reduced to 350 pounds per square foot per foot of depth for properly compacted fill soils. The passive pressure may be increased by one-third when considering loads of short duration including wind or seismic loadings. In addition, frictional resistance at the tower base may also be utilized to resist lateral loads. A friction coefficient of 0.40 may be used at the concrete base/fill interface and 0.45 may be utilized at the concrete base/granitic inter- face. The total allowable lateral resistance can be taken as the sum of the frictional resistance and the passive resistance provided the passive resistance does not exceed two-thirds of the total allowable lateral resistance. An appropriate safety factor should also be included. Rock Anchors Based on the design loads, rock anchors (tie-downs) may be necessary to resist uplift forces. Rock anchors may be utilized with the mat founda- tion recommendations presented above. The mat should be structurally connected to the rock anchors. It should be noted that the depth to unweathered granitic bedrock is estimated at 6 feet below pad grade. Rock anchors are typically designed based on the component of the rock anchor system that may fail first. Rock anchor failure may be caused by: a. Failure of the steel tendon. Design stress within the steel is typically limited to 50 percent of the ultimate stress. This informa- tion may be obtained from rock anchor manufacturers. Failure of the grout-steel bond. Design capacity can be provided by manufacturers when specific products have been chosen. Failure of grout-rock bond. The bonding capacity between the grout and bedrock is graphically presented on Figure 3 assuming a factor of safety of 2.5 and an adequate grout-steel bond. Failure of rock mass. We have assumed failure of the rock mass based on the weight of the rock contained within a 45-degree (from vertical) cone emanating from the base of the grouted anchor. This value is based on the fracture pattern of bedrock and the degree of weathering. The rock weights and the associated anchor capacities are presented on Figure 4. The values utilize a factor of safety of 2 and neglect shearing along the surface of the rock cone due to near-vertical -7- 1!1fl;0ft LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 jointing. We also recommend that the rock anchors be spaced no closer than 1.2 times the anchor depth without utilizing a reduction for rock mass overlap. Rock anchor holes should be filled with nonshrink grout (e.g., cement or resin grout) and tested after a sufficient length of time-has passed to enable the grout to set. Rock anchors maybe tested by a hydraulic jack to a load equal to 1.5 times the design value as recommended by the structural engineer. It should be noted that the resistance offered by the rock mass is typically tested by providing a reaction beam which bears beyond the influence of the assumed rock mass (beyond a 60 degree line from the vertical projected up from the anchor base). We recommend a minimum rock bolt length of 10 feet into competent granitic bedrock. Corrosion of the rock anchors can be minimized by using a nonshrink grout, completely surrounding the entire length of the bolts, and/or using nonrusting bolts or bolt sheaths. Guy-Wire System Depending on final design, a guy-wire system utilizing concrete"deadmen" or rock anchors may be utilized. Concrete "deadmen" may be designed to resist the design loads by utilizing the weight of the concrete mass and passive and frictional resistance of the soil. The recommendations for mat foundation may be utilized for design of "deadmen." Recommendations for rock anchors are presented in the previous section. Pier Design The proposed tower may be founded in the granitic bedrock materials at a minimum depth of 6 feet below existing ground surface. For end bearing, the base of the pier excavation should be cleaned and observed by a representative of Leighton and Associates prior to the placement of steel and concrete. In this case, the pier may be designed for an end bearing capacity of 12 ksf (assuming less than 1/2 inch of settlement) for piers founded a minimum of 3 feet into granitic materials. For dead-plus-live loading conditions, we recommend designing the drilled, cast-in-place, concrete pier for an allowable skin friction resistance in granitic materials of 500 psf for upward loads. We recommend that skin friction be neglected in the upper 3 feet of the fill soils. Additional uplift resistance may be obtained by rock anchors or "deadmen." The above values assume a factor of safety of 2 and may be increased by one-third for loads of short duration such as wind or seismic loading. -8- HnW LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 To analyze the deflection and ultimate load of piers under lateral loading conditions- (such as analysis using the method described by Broms, 1964),- we recommend a horizontal modulus of subgrade reaction, nh if 150 kcf for the granitic materials, and a coefficient of passive pressure, k of 3.0. The appropriate safety factor should be applied to the above values. We recommend that concrete be placed in a manner that prevents segregation of the concrete mix and disturbance to the side Of the excavation. A nonshrinking type of concrete is recommended to allow full mobilization of pier skin friction. We also recommend that concrete be placed as soon as possible after the pier shaft is excavated, and if possible., should be placed on the same day the shaft is excavated. Cement Type Results of our laboratory tests on representative samples of topsoil and decomposed granitics from the previously investigated nearby site (Appendix A, Reference 5) indicate soluble sulfate contents of less than 0.005 percent. Concentrations of less 0.10 percent are considered to have a negligible effect on ordinary Type I/Il Portland Cement Concrete (IJBC, 1985, page 453). Pavement Design The appropriate pavement design section depends primarily on the soil shear strength, traffic load, and planned pavement life. Based on our experience with similar soils, we provide typical pavement sections based on varying traffic indices. The appropriate traffic index should be evaluated by the project architect. Truck Parking Areas Driveways Loading Traffic Index 4.5 6.0 6.0 Assumed R-Value 50 50 50 50 Portland Cement Concrete Thickness - - - 7 A.C. Pavement Thickness 3-1/2" 3" 5" - Class 2 Aggregate Base - 4" - - For pavement areas subject to unusually heavy truck loadings, (i.e., trash trucks, delivery trucks, etc.), we recommend a full depth Portland Cement Concrete (P.C.C.) section of 7 inches with appropriate crack control joints. H . _ LEIGHTON and ASSOCIATES INCORPORATED 8870133-02 We recommend-that sections be as nearly square as possible. A 3,500 psi mix_ may be utilized. The actual pavement design should also be in accordance with the City of Carlsbad design criteria. Asphalt Concrete (A.C.), Portland Cement Concrete (P.C.C.), and Class 2 Aggregate Base should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications and American Concrete Institute (Ad) codes. Pavement planned on sloping areas (greater than approximately 7 to 12 percent grade) should be designed as a P.C.0 section by the structural engineer in accordance with the anticipated loading conditions. Prior to placement of A.C., underlying soils should be compacted to a minimum of 95 percent relative compaction (based on ASTM D1557-78) to a minimum depth of 6 inches. If pavement areas are planned adjacent to landscaped areas, recommend that the amount of irrigation be kept to a minimum to reduce the possible adverse effects of water on pavement subgrade. Concrete swales should be designed if the asphalt concrete is utilized for drainage of surface waters. 5. Construction Observation All foundation excavations should be observed by a representative of this firm so that construction is performed in accordance with the recommendations of this report. In addition, final project drawings should be reviewed by this office prior to construction. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. (*ef . Fra i9552 gineer Gr nago T. Farrand, CEG 1087 Chief Engineering Geologist DFR/JGF/GTF/ml w Distribution: (6) Addressee -10- _ LEIGHTON and ASSOCIATES INCORPORATED LEGEND N Q a f Fill soils at op Topsol (disturbed by agriculture) K g r Cretaceous-aged granitic rocks 3-foot cap of compacted fill Approximate location of geologic contact As-graded contour 97 Approximate location of field density test -rn------ Approximate location of graded swab, with direction of fall Indicated N \ N 0 20 40 feet Approximate Scale / 0LP 0 V \ - -.-- 1) p- atop 1 O a f /0/0' . / .3 V atop / G') / /I V /1 I \Qaf 07 I /J Qa VI I, / / I / 1 / / /1 Base Map: Pac Tel Squires Dam Microwave Qt Tower Site, by Nasland Engineering, undated N 0 0 C CL CL £4.1 o 75- g Ce .E &: 50 b. 00 0 22 0 0• I I I 2 3 4 5 9 Grout Hole Diameter (inches) Lr.HrO.4 wW ASSOCIATES 8870133-02 0 k— ProJect No. PAC TEL / SQUIRES DAM GROUT-ROCK CAPACITY vs. HOLE DIAMETER Figure 3 250- 200- 0. co 150 a 0 0 100- > a Lu so- 0 5 10 15 20 25 Grouted Anchor Length (feet) LEreITON ASSOQATES Project No. 8870133-02 PAC TEL I SQUIRES DAM ROCK WEIGHT vs. ANCHOR LENGTH • Figure 4 8870133-02 - APPENDIX A REFERENCES. Broms, B., 1965, Lateral resistance of piles in cohesionless soils, J. Soil Mechanics Foundation Division Proceedings, American Society of Civil Engineers, 90:SM3, pp. 123-156. Greensfelder, R.W., 1974, Maximum credible rock acceleration from earthquakes in California, CDMG Map Sheet 23. Hanna, T.N., 1982, Foundations in tension. International Conference of Building Officials, 1985 Edition, Uniform Building Code. Leighton and Associates, Inc., 1987, Geotechnical investigation, mobile actess utility tower and buildings, Squires Dam Site, Carlsbad, California, Project No. 8870133-01, dated February 24. Ploessel and Slosson, 1974, Repeatable high ground accelerations from earthquakes - important design criteria, California Geology, Vol. 27, No. 9. U.S. Department of Transportation, 1977, Drilled Shaft Manual, Vol. 1. Weber, Harold F., Jr., 1982, Recent slope failures, ancient landslides, and related geology of the north-central coastal area, San Diego, California, California Division of Mines and Geology. AERIAL PHOTOGRAPHS I Agency Date Flight No. Photo Nos. Scale USDA 4-11-53 AXN-8M 69 and 70 1:24,000 A - i MAXIMUM DENSITY TEST RESULTS SAMPLE SOIL DESCRIPTION MAXIMUM DRY DENSITY (PCF) OPTIMUM MOISTURE CONTENT Cs) 1 Red-brown, very silty fine to 118.0 14.0 medium sand (topsoil) 2 Red-brown to gray, slightly 127.5 10.0 silty fine to coarse sand (decomposed granitics) TEST NO. DATE 1987 LOCATION ELEVATION (feet) SOIL TYPE DRY DENSITY (pal) MOISTURE (%) RELATIVE OPTIMUM OOMPACTIDN TYPE OF TEST REMARKS FIELD MAXNUM FIELD 1 3/12 See Fig.I 539 1 110.4 118.0 18.0 14.0 94 Sand- Cone fieteste on #2 2 3/12 See Fig.1 539 1 112.3 118.0 • 13.8 14.0 95 Sand- Cone Retest of #1 3 3/12 See Fig.1 541 1 111.6 .118.0 14.2 14.0 95 Sand- Cone 4 3/12 See Fig.1 542 1 105.9 118.0, 18.3 14.0 90 Sand- Cone Reteste on #5 5 3/12 See Fig.1 542 1 104.5 118.0 15.6 14.0 89 Sand- Cone Reteste on #6 6 3/12 See Fig.1 542 1 116.3 118.0 15.6 14.0 99 Sand- Cone Retest of #5 7 3/13 See Fig.1 541 2 121.7 127.5 15.1 10.0 - 95 Sand- Cone * See Appendix B I UWWM I _ Project No. 8870133-02 1 !4'5 PACTEL/SQUIRES DAM SUMMARY OF FIELD DENSITY TESTS 0 V A 01/18/88 09:50 PAC TEL CELLULAR MERCURY ST. 002 it ,f' 'n , Ø 4.• 's.4 4i. .t'c., ':t. 9.i • •, ':,,alt.,t. ,... .4 ... 0 _ _______ 1UIPi.t(PIM tO of US Depo'm'*nt FM *e I ellums, AWP5 AERONAUTICAL ITUDY f '°tion dpr *vtohofl P.O. on 9=71 W ft CA _____ ND, 87'-AWP-574-OE sI AdmIvsUutIon LM __IuuI DETERMINATION OF NO HAZARD TO AIR NAVIGATION CON5TUCTI0141 LOCATION I lacTell Cellular Di*( NAME 4777 Mercury Street San Diego, GA 92111 Carlsbad, CA LATITUDE 6OI4GITUDE 133009'13". 117015'19" - P4NTi - 'Above OROaNO ABOVE MSt. PROPOSED Broadcast tower 70-890 Pfflz/ 100 watts 163' - 703' ArsevQnaut,caI study of rne proposed construction describedebove has beer' completed under the provisions of Pail 77 of the Federal AviCtiGn Regulations Based on the Study it is found that the COflttfuctiOn would have no substantial adverse eh,vl on the safe and affecient utIiøtin of the navigable airspace by aircraft OV on the operation of air flaviguliuri facilities. Therefore. pursuant to the authority delegated to rviw. it is hereby determined that the construction would not be a hazard to air navigation piovided the following conditions Sre met. Conditions SEE NARRATIVE Supplemental notice of Construction is required any time the project Is abandoned (use the enclosed rA.A form), or 13 ^1 least 48 t'ou' $ before the ,tart of Construction (rise the enclosed FAA form). 0 WiThin five dayS after the construction leeches Its greatest height (use the enclosed FAA form) This determination expires On May 2 • 1988 eAtsnded.revi$ed or terminated by tPie issuingoffice; the construction is subject TO the ;icening authority Of the Federal Communications Commission and an application fore consructi0n permit is made to the FCC on or before the above expiration date. In such case the determination expires on the date prescribed by the FCC for completion of construction. or on the dale the FCC denies the application. NOTE: Request for extension of the effective period of this determination must bepoetmerired or delivered to the issuing oil,ce at least 15 days prior to the eiipiration deli This determination is subject to review if an interested party files a petition on or before October 23, 1987 In the event a petition for review is filed, it should be submitted in triplicate to the Manager. Flight Information and Obstruct:ons Branch. AAT- 210. Federal AviatiOn Administration. Washington, DC 20591 and contain a full statement Of the basis upon which it is made This deteminalion becomes final on November 2, 1987 nisas a petition for review is timely filed. in which ceas Vie determination will not become final pending disposition of the petition Interested parties will be notified of the grant of any review. An $ccount at the study findings, aeronautical Objections, it any, regisTered With me FAA during the study, and the basis for the FAA's decision In this multi will be found on We following page(s) If the structure IS subject to the licensing authority of me FCC.. copy of this determination will be serif to that Agency. This determination, Issued in accordance with FAA Part 77, concerns me enact of this proposal on the sate and efficient u.e of the navigable Sirspace by aircraft and does not relieve the sponsor of any compliance responsibilities relating TO any law. ordinance, or regulation of any Feeesl. State. Or local government body. d -t 5IOPdW Merle D. Clure -. ,,, Manager • Airepace and Procedures Branch ON September 23. 1987 - ( ( 01/18/88 09:51 PAC TEL CELLULAR MERCURY ST 003 . • i.•. I ( 87-AWP-574-OE Page 2 The proposed 163'AGL/703'AMSL broadcast tower is located approximately 10,200 feet northeast of the McClellan-Palomar Airport, Carlsbad, California. The tower is identified as an obstruction by exceeding the standards of Federal Aviation Regulation (FAR), Part 77, Subpart C. as followet 77.23(a)(5), by entirety due to site terrain, a height exceeding the McClellan-Palomar Airport conical surface, as defined by 77.23(b) The aeronautical study conducted by the Federal Aviation Administration (FAA) found that construction of the proposal to a height of 7031 AMSL would have no adverse effect on visual flight operations. The 7031 AMSL tower height would not penetrate a plane bf altitude 300 feet . beneath the established VIR traffic pattern altitude of 12001AMSL for McClellan-Palomar Airport. Construction of the tower would not impact existing or planned minimum instrument flight altitudes. Emitted frequencies and radiated power from the broadcast tower would have no adverse effect on any FAA air navigation aid. The proposal was not circularized for public comment as it is located near an existing tower charted to a height of 7271 MSL and would have no greater effect on aeronautical operations or procedures. Although the 163'AGL/703'AMSL broadcast tower has been identified as an obstruction, the study results conclude the proposal would not have a substantial adverse effect on the safe and efficient use of the navigable airspace by aircraft or upon FAA air navigation facilities and would not be a hazard to air navigation. The tower should be obstruction marked and lighted in accordance with FAA Advisory Circular AC 70/7460-1G, Obstruction Marking and Lihtin9, Chapters 3, 4, 5, and 9. Is