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Home My WebLink About2237 JANIS WAY; ; CB961926; Permit' BUILDING PERMIT Permit No: CB961926 1\/27'/96 12:14 Project No: A9602752 Page 1 of 1 Development No: Job Address: 2237 JANIS WY Suite; Permit Type: COMMERCIAL TENANT IMPROVEMENT Parcel No: 167-540-52-00 Lot#: Valuation: 70,000 Construction Type: VN Occupancy Group: Reference#: Status: ISSUED Description: 300 SF PCS FACILITY-COX CELL Applied: 10/08/96 SITE AT ELLERY RESERVOIR- Apr/Issue: 11/27/96 Entered By: RMA Appl/Ownr : LACKMAN, BARRY. 619 516-7929 3530 CAMINO DEL RIO N, STE 101 SAN DIEGO CA 92108 1260 11/27/96 0001 01 02 **k Fees Required AFe-c: (D-i1ected & Credits...pMT Fees: 868. Adjustments: o -'lUre it: Total Fees: 8ts. ; t: : Fee description / - - -' - U. - -/i: \ ------------------------ -.z__•------------------------- Building Permit Plan Check Strong Motion Fee A BUILDING TOTAL Enter Hy for PlumbirL'j I e,Fe ) - Enter "Y" for Electric It - F -t / Enter "Y for Remode] * ELECTRICAL TOTAL Enter 'Y' for Mechanica l Ie'F5ee>rL A,,:- I - - - -1952 .--, --- C-', ,. / i --'--5- -- 1 .00 299.00 569.00 Ext fee Data 505.00 328.00 15.00 848.00 N 10.00 Y 10.00 Y 20.00 N INS OVAL CLEARANC DATf f- CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PLAN CHECK NO.q'i 1 q jL, CJi4- qc/J PERMIT APPLICATION City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT TYPE From List I (see back) give code of Permit-Type: C.T1 --------------------------------------------------------- For Residential Prolects Only: From List 2 (see back) give Code of Structure-Type: Net Loss/Gain of Dwelling Units PROJECT INFORMATION 0241 10/08/96 0001 01 02 C-PRMT 299.00 FOR OFFICE USE ONLY 02 Energy Calcs 512 Structural Calcs 02 Soils Report D I Addressed Envelope DESCRIPTION OF WORK SQ. FF. - - I # OFSTbRIES - # OF BEDROOMS - # OF BATHROOMS 3. WN SALAM 1-131SON (ii different from applicant) NAME (last name first) ADDRESS CITY STATE ZIP CODE DAY TELEPHONE APPLIcANt U CONTRACTOR U AGEI'r NAME (last name first) FOR aX7 ADDRESS CONTRACIUR DOWNER lldAGENTFOROWNET 25-3o £t- o PJ io A/or77 *±/O/ CITY fb 11 STATE Ok ZIP CODE '/ p' DAY TELEPHONE/,9 57- ?2'7 PROPERTY OWN NAME (last name first) Ce"Tiç (.AG rfI.t4 ADDRESS )ago 1r k/'gS &i )laje 1.21- - CY-&&J STATE C^ ZIP CODE 1&0f5 DAY TELEPHONE 6/9- f3 a7z )nr 0. W1'1HAL1U1t NAME (last name firstNb4XJOJ Jt 4.ô -) ADDRESS 33647 CtL ,1),,i )(Z. CITY ..', C' C, STATE /&/I, ZIP CODE 9 - DAY TELEPHONE "€'.-q- - , STATE UC. # LiCENSE CLASS CITY BUSINESS LIC. # DESIGNER NAME (last name first) ADDRESS /ij-ç. F-mzee Ad. CITY j91 40 STATE ZIP CODE DAY TELEPHONE/q.. cTATE LIC. #C-Fl 5 7 WORKERS' COMPE?'iSATION Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to self-insure issued by the Director of Industrial Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE OWNER-BUILDER DECLARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractors License Law for the following 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 property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: (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 is licensed pursuant to the provisions of the Contractor's License law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he 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]). SIGNATURE DATE COMPLETE MIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES 13 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES IM NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES Ja NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ereby affirm that there is a construction lending agency for the performance of the work for which this permit is Rsüed (Sec 30970) Civil Code). LENDER'S NAME LENDER'S ADDRESS 10. APPUCANT CER.ICATIUN I certify that I have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is required for excavations over 5,0" deep and demolition or construction of structures over 3 stories in height. n. Eve'y permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the or w?k au orized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by NATURE after the work is commenced for a period of 180 days (Section 303(d) Uniform Bui . WHITE: File YELLOW: Applicant PINK: Finance /( / CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB961926 FOR 05/02/97 DESCRIPTION: 300 SF PCS FACILITY-COX CELL SITE AT ELLERY RESERVOIR- TYPE: CTI JOB ADDRESS: 2237 JANIS WY APPLICANT: LACKMAN, BARRY PHONE: CONTRACTOR: OWNER: REMARKS: RS/BOB/714-492-1175 SPECIAL INSTRUCT: INSPECTOR AREA PD PLANCK# CB961926 0CC GRP CONSTR. TYPE VN STE: LOT: 619 516-7929 PHONE: PHONE: /7 INSPECTOR TOTAL TIME: CD LVL DESCRIPTION 19 ST Final Structural 29 PL Final Plumbing 39 EL Final Electrical 49 ME Final Mechanical ACT COMMENTS ***** INSPECTION HISTORY ***** DATE 042597 042597 033197 033197 032797 032597 DESCRIPTION Final Structural Final Electrical Grout Ftg/ Foundation/Piers Underground/Conduit-Wiring Footing ACT INSP COMMENTS CO PD AP PD AP PD AP PD MONOPOLE FTG AP PD CONDUIT AP PD FOR BLOCK WALL ,1 2C.-(2)#1 (N) 25KVA Pad Mid Outdoor Twmm Tr ncf,,-rv,ar BURGE CORPORATION COX PCS SITE 8D150 2237 JANIS WAY, CARLSBAD Rain Tight Pin & Sleeve Recepticle (Appleton #ADJA 1033-125RS) Existing SDG&E Transformer 0761184 N (1)3" 0.0. wf pull rope Meter Pedistal Manufactured by Pacific Utility Products Model # USP-F050-300TB 480V, 3PH, bOA, (3) 60A Fuses Manual Transfer Switch 11/2'C-(3)#1 &1#6GRD IOOA-2P Disconnect Switch 11/2"C.-(3)#1 &1#6GRD PRIMARY POWER CABINET 4/25197 AS-BUILT E-1 Revised ! W1L19 L oratori ofou Catfoaia. . , e 3310 Airport Way (310) 426-3355 Long CA 90806 (714) 828-6432 Mail: Beach,90801 FAX (310) 4264424 TESTING PAGE .lof 2 . #..•• S12L SHOP / FIELD RE8.JJ? WELD . HI-TENSION DOLTS OTHER 0 STUACTURAI. STEEL MATERIAL 1.0. JOB NUMBER INSPECTOR CODE INI El I I 1 1 I I I zlulMlwl cl PROJECT Y Cox Communications - Site 150 ADDRESS 2237 Janis Way, Carlsbad, CA SCHOOL DISTRiCT ENGINEER: Rainier C. Catubig OSA.OS}LPD APPLICATION PERMIT# QA1Q7A GENERAL CONTRACTOR Burge Corp. SUB-CONTRACTOR WELDERS:____________________________________ ELECTRODES: DATES REPORT OF INSPECTION PERFORMED 4/7/97 Continuous visual inspection of: 1. Identification _of_A325_High_ Strength _Bolts Tstallation of (20) DC. 3/4 x 4-1/4" A325 High Strnth Bolts and tightening of bolts using "turn of the nut" was done as shown on Drawing 96158, Detail 6. Installation of (12) pc. 3/4 x 2-3/4" A325 High Strength Bolts and tightening of bolts using "turn of the nut" was done as shown on Drawing 96158, Detail A. Installation of (10) Pc. 5/8 X 4-1/4" A325 High Strength Bolts and tightening of bolts using "turn of the nut" was done as shown on Drawing 96158, Detal 1. Installation of all bolts were for new monopole as shown on Drawing 96158, Sheet #1. Tightening of all A325 High Strength Bolts noted above was done as per A.I.S.C. and is complete. JEC USE OM I aG a MsrY Of ,caY INk AU W4.Qv8 lT4l9afl AW VNW, AW Vz I £ W 0VOWNN £Ut rMgr 1W WOM - rW p(oe Co10 WSW Y £ r4MrqW8M&L waftcy Alwom ftma. W(CVU s CH& George W. Zumw1t JNSPEDTOR'S SIXNATVRE PRINT NAME ATTACHMENTS F7CONTINUED ON OTHER SIDE XX I WORK COMPLIES WITH PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. PACE of 2 DATES REPORT OF INSPECTION PERFORMED SPECIAL NOTES OR EXCEPTIONS: .----------.--- Drawing calls for A325 High Strength. Bolts to be 3/4 X 4-1/2" and 5/8 X 4-1I2'. See attached for engineer's approval to use shorter bolts. . •! FIELD REPORT 37'-)~Jo tAJ TO /2 / SUMMARY OF INSPECTION: DATE / I 7 NO 3/1j/ 7;~2 7. 3 PRbJECT 71 CATN CO TRACTOR 4-t4 C:e-i" OWNER WEATI4'ER TEMP. PR T AT SITE ($ ) vc- • _/ - a441 17, HETHERINGTON ENGINEERING, INC. SOIL& FOUNDATION ENGINEERING ENGINEERING GEOLOGY • HYDROGEOLOGY 5245 Avenida Encinas, Suite G Carlsbad, California 92008 (619) 931-1917 8 NATURE 28570 Marguerite Pkwy., Suite 227 COPIES TO: Mission Viejo, California 92692 (714) 364-3815 EsGil Corporation Professional Plan Review Engineers DATE: OCT 16, 1996 JURISDICTION: CARLSBAD PLAN CHECK NO.: 96-1926 PROJECT ADDRESS: 2237 JAN15 WAY PROJECT NAME: ANTENNA TOWER U APPLICANT (a-31Ji! U FIRE EA REVIEWER U FILE SET: I 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 with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone #: J REMARKS: By: All Sadre Enclosures: Esgil Corporation U GA fl CM 0 EJ o PC 10/10 trnsmti dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576 VALUATION AND PLAN CHECK FEE JURISDICTION: CALRSBAD PLAN CHECK NO.: 96-1926 PREPARED BY: SADRE DATE: OCT 16 BUILDING ADDRESS: 2237 JANIS WAY BUILDING OCCUPANCY: U2 TYPE OF CONSTRUCTION: VN BUILDING PORTION BUILDING AREA VALUATION VALUE (sq. ft.) MULTIPLIER ($) ANTENNA TOWER I I Air Conditioning Fire Sprinklers I TOTAL VALUE I I 170,000* UBC Building Permit Fee: UBC Plan Check Fee: Comments: *PER APPLICANT ESGIL FEE $ 509.00 $ 330.85 $ 264.68 Sheet I of I valuefee dot o* CA IFO F?ç City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: /O—/J'9G PLANCHECK NO. BUILDING ADDRESS: 7 PROJECT DESCRIPTION: Q42tdL. ASSESSOR'S PARCEL NUMBER: / 7 ENGINEERING DEPARTMENT EST. VALUE: APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. DENIAL Please see the attached report of deficiencies marked with 0. Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. By: Date: A Right-of-Way permit is required prior to construction of the following improvements: By: Date: By: Date: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: 2172?7 42_(J Date ATTACHMENTS LI Dedication Application LI Dedication Checklist LI Improvement Application LI Improvement Checklist LI Future ImprOvment Agreement LI Grading Permit Application LI Grading Submittal Checklist LI Right-of-Way Permit Application [ Right-of-Way Permit Submittal Checklist and Information Sheet LI Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON A-4 Name: Michele Masterson City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161, ext. 4315 \t4SPAUiASYS1U8RARYlENGWORDl12OC81CHKLST8,Al6ng Pnthed, C1dS BP0001 Fonn k9.4.doc ReV. 8121198 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894 BUILDING PLANCHECK CHECKLIST SITE PLAN V 2ND 3RDi 1. Provide a fully dimensioned site plan drawn to scale. Show: North Arrow D. Property Lines Easements Existing & Proposed Structures E. Easements Existing Street Improvements F. Right-of-Way Width & Adjacent Streets 2. Show on site plan: Drainage Patterns Existing & Proposed Slopes Existing Topography LI LI 3. Include note: "Surface water to be directed away from the building foundation at a 2% gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)." [Per 1985 UBC 2907(d)5] On graded sites, the top of any exterior foundation shall extend above the elevation of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus two percent." [Per 1990 UBC 2907(d)5] / LI LI 4. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Page 1 of 4 G:\LJBRARYENGWORDDOCSCMKLS1'&Idng Preck Cldst BP1 Fonn Wdoc Rev. W2lI6 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE 1ST/ 2ND 3RDj U/ Ii 5. Project does not comply with the following Engineering Conditions of approval for Project No. ,k: c2t ( ((f Conditions were complied with by: Date: DEDICATION REQUIREMENTS Vk Q •0 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $______________ pursuant to Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 h/2' x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 7a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ , pursuant to Code Section 18.40.040. Public improvements required as follows: Please have a registered Civil Engineer prepare appropriate improvement plans and submit them together with the requirements on the attached checklist for a separate plancheck process through the Engineering Department. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of permit. Attached please find an application form and submittal checklist for the public improvement requirements. Provide the completed application form and the requirements on the checklist at the time of resubmittal. Improvement Plans signed by: Date: Page 2 of 4 Pncfleck Cdst BP0001 Foon Rmdoc Rw. 8121196 BUILDING PLANCHECK CHECKLIST 1 s 2' 3rdj 7b. Construction of the public improvements may be deferred pursuant to Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $_________________ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: Improvement Plans signed by: Date: 1JU 7c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. LI LI LI 8a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). LI LI LI 8b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: LI LI Sc. No Grading Permit required. Page 3 of 4 Pnthedc cldst BP000I Foim Wdoc Rev. 8121190 BUILDING PLANCHECK CHECKLIST MISCELLANEOUS PERMITS i/ 2' 3rd,i / IJ 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: Street improvements, trees, driveways, tieing into public Storm drain, sewer and water utilities. A separate Right-of-Way permit issued by the Engineering Department is required for the following: I U U 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. U 11. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial Waste Permit Application Form and submit for City approval prior to issuance of a Permit. Industrial Waste permit accepted by: Date: ~r Q U 12. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. Page 4 of 4 G:UI8RARG\WORDOCSCMKLSfl8Ulng PSancflscic CIM BP0001 Form Wdoc Rev. 8121196 PLANNING CHECKLIST Plan Check No. 7C— ) Address ZZ37 ~)c iS Planner —9WW*@=A1ffiW Phone 438-1161 ext. 4@W 4ç (Name) APN: ~Z Type of Project and Use a Zone FL A - to Facilities Management Zone I __ CFD (in/____~ in, circ1 (if propertomplete SPECIAL TAX CALCULATION WORKSHEET provided by Building Department.) Vill Legend r71 LJ Item Complete . Item Incomplete - Needs your action 1, 2, 3 Number in circle indicates plancheck number where deficiency was identified 0 Environrnntal Review Required: YES L NO - TYPE i . DATE OF COMPLETION: 21 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval 0 L Discretionary Action Required: YES NO - TYPE APPROVAL/RESO. NO. DATE: i PROJECT NO. C-L/P OTHER RELATED CASES: Compliance with conditions of approval? If not, tate conditions which require action. Conditions of Approval * 7 - 6 'J &'t -_ do 0 California Coastal Comnikcion Permit Required: YES - NO DATE OF APPROVAL: San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725 (619) 521-8036 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval ZC1 0 Indusionary Housing Fee required: YES NO / (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Site Plan: 0 0 1. Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensioned setbacks and existing topographical lines. DfI Cl 0 2. Provide legal description of property, and assessor's parcel number. / Zoning: Di" 0 0 1. Setbacks: Front: Required Shown Int. Side: Required Shown Street Side: Required Shown Rear: Rerniired - 1 -- Z13 0 2. Lot coverage: Required Shown 0 0 3. \Height: Required Shown WC3 0 4. Parking: Spaces Required Shown Guest Spaces Required Shown [3'O 0 Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE PLNCK.FRM Tower Structures, Inc. 1869 NIRVANA AVENUE, CHULA VISTA, CALIFORNIA 91911 TEL: 619/421-1181 FAX: 619/421-0533 CALCULATION FOR A 47'-6" MONOPOLE FOR COX CALIFORNIA PCS SITE: SDI 50/ MOUNT KELLY T376DOC c% IctLJo '1 N 0 in c'J O- o -J I') e< 04 GROUT (SECT. 2 CONCRETE - FOUNDATION 1A MONOPOLE ELEVATION LIFRrA TOWER STRUCTURES, INC. N 47 —6 MONOPOLE 1869 Nirvana Avenue Caic. By RC Chula Vista, California 91911 Phone (619) 421-1181 Chkd By SITE: SDI50/ MOUNT KELLY Fax (619) 421-0533 Date 10-3-96 Page 1 of 11 T0307 DESIGN CODE: UBC 1994 BASIC WIND SPEED = 70 MPH EXPOSURE C OFESs OMNI ANTENNAS C. 6-ALLCON 7182 -0050622 m PANEL ANTENNAS ____ __ (P0128/PD2o7/PD83) I \oI _ O',J ri TIP HEIGHT ISECT. 1 OF POLE 1994 UBC: Cl Uj -.. C'Q P = Ce Cq q5 I x AREA 00 PROGRAM INPUT FOR POLE: INPUT FOR MONOPOLE PROGRAM =qs Ce I Cq = 0.8 FOR POLE (UBC TABLE 16—H.4/ SOLID TOWERS) (APPLIED BY PROGRAM) FOR ANTENNA LOADS; SEE PAGE #2 SEE APPENDIX A FOR PROGRAM THEORY Cox California PCS Page 2 of 11 47'-6" Step Taper Monopole Site: SD 150/ Mount Kelly Antenna Loads plus T-Arms/ Rotatable Mount Item Description Qty Width Length Total Area Ce Cq Qs I P Moment Arm from Moment (ea) (in) (ft) (ftA2) (#) Base of Mount (ft #) (ft)* 1 4" std pipe 2 4.5 5 3.75 1.37 0.8 12.6 1 52 0.75 39 2 4" std pipe - Vertical 2 4.5 4 3.00 1.37 0.8 12.6 1 41 -1.75 -73 3 2" std pipe - vertical! array 6 2.375 5 5.94 1.37 0.8 12.6 1 82 -1.50 -123 4 2" std pipe - vertical/whip 3 2.375 3 1.78 1.37 0.8 12.6 1 25 2.75 68 5 4" std pipe - horizontal 2 4.5 10 7.50 1.37 0.8 12.6 1 104 -1.75 -181 6 18" diameter pipe 1 18 0.75 1.13 1.37 0.8 12.6 1 16 0.75 12 7 LL2x2x1/4 2 4 5 3.33 1.37 1.4 12.6 1 81 -2.00 -161 .8 Mounting plates 6 4.00 1.37 1.4 12.6 1 97 -1.75 -169 9 Allgon 7182 6 11;40 1.37 1.4 12.6 1 276 -1.75 482 10 PD128 I 1.00 1.37 1.4 12.6 1 24 5.75 139 11 PD207 1 0.19 1.37 1.4 12.6 1 5 2.60 12 12 PD83 1 1.00 1.37 1.4 12.6 1 24 10.00 242 825 -678 *Minus sign indicates distance is below base rcc 96158LD.XLS 10/4/96 TOWER STRUCTURES, INC. 1869 NIRVANA AVE CHULA VISTA, CA 92011 PAGE 3OF II MONOPOLE DESIGN JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:44:07 Deflections shown are calculated for each section relative to the tangent at the base of the section. The angle of deflection at the top of any section relative to the vertical is the angle of deflection at the top of the section plus the sum of the deflections of the sections below POLE HEIGHT = 43.04 FT SHEAR AT TOP = 825 LBS MOMENT AT TOP = -678 FT-LBS POLE IS CIRCULAR IN CROSS SECTION SECTION SHAPE FACTOR = .8 SECTION 1 DIA. AT TOP OF SECTION= DIA. AT BOTTOM OF SECTION= MATERIAL THICKNESS= WIND LOAD FOR DEFLECTION= ADDITIONAL UNIFORM LOAD= ANGLE OF DEFLECTION= DISP. AT TOP OF SECTION= SECTION LENGTH= ADD. LOAD AT TOP OF SECTION= MOMENT AT BASE= SHEAR AT BASE = MOMENT OF INERTLA= STRESS IN STEEL= WEIGHT OF SECTION= SECTION 2 DIA. AT TOP OF SECTION= DIA. AT BOTTOM OF SECTION= MATERIAL THICKNESS= WIND LOAD FOR DEFLECTION= ADDITIONAL UNIFORM LOAD= ANGLE OF DEFLECTION= DISP. AT TOP OF SECTION= SECTION LENGTH= ADD. LOAD AT TOP OF SECTION= MOMENT AT BASE= SHEAR AT BASE = MOMENT OF INERTIA= STRESS IN STEEL= WEIGHT OF SECTION= 18 INCHES 18 INCHES .25 INCHES 16.5 LBS/SQR. FT 0 LBS/FT .0355505 DEGREES 6.767553E-02 INCHES 13.04 FT OLBS 11763 LB-FT 1083.192 LBS 549.1375 INA4 2314 PSI 619 LBS 24 INCHES 24 INCHES .25 INCHES 14.2 LBS/SQR. FT 0 LBS/Fr .2038759 DEGREES .7856383 INCHES 30 FT OLBS 54483 LB-FT 1764.792 LBS 1315.343 lW4 5965 PSI 1904 LBS 96158A.DOC TOWER STRUCTURES, INC 1869 NIRVANA AVE CHULA VISTA, CA 92011 PAGE 4 OF 11 JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:44:56 DEFLECTION ANGLE AT TOP OF SECT. 2= .2038759 DEGREES DISPLACEMENT AT TOP OF SECTION. 2= .7856383 INCHES DEFLECTION ANGLE AT TOP OF SECT. 1 =.2394264 DEGREES DISPLACEMENT AT TOP OF SECTION. 1 = 1.410116 INCHES TOTAL WEIGHT OF POLE = 2523 POUNDS 96158A.DOC TOWER STRUCTURES, INC 1869 NIRVANA AVE CI-IULA VISTA,CA 02011 PAGE 50F11 JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:44:58 The following routine calculates the stresses in the splices The pie-stress in the splice bolts must be greater than the bending stress in the splice using the calculated moment in the splice. The splice is assumed to be a tubular section with an outside diameter the same as the outside diameter of the lower section and an inside diameter the same as the outside diameter of the upper section of the splice Design of splice no. 1 AREA OF FLANGE CONTACT SURFACE = 197.9203 SQK. INCHES USE 1.5 THICK SPLICE PLATE, 24 O.D. X 18 I.D. MOMENT OF INERTIA OF CONTACT SURFACE = 11133.02 INN PRE-STRESS IN JOINT = 2763 LBS/SQR.IN BENDING STRESS IN JOINT = 152 LS/SQRJN USE 20 .75 DJA.BOLTS IN SPLICE I 96158A.DOC TOWER STRUCTURES, INC 1869 NIRVANA AVE CHULA VISTA, CA 92011 PAGE 6OFII JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:47:12 Calculate stresses in the base plate and anchor bolts using the working stress method with the wind forces applied across the diagonal MOMENT AT BASE= 54483.17 LB-FT COMPRESSIVE AREA OF CONCRETE= 261.09 SQRIN DISTANCE TO NEUTRAL AXIS = 9 INCHES STRESS IN CONCRETE = 270 PSI MOMENT IN BASE PLATE = 72697 LB-IN BENDING STRESS IN BASE PLATE= 7771 LBS/SQRJN STRESS IN ANCHOR BOLTS = 4381 PSI LOAD PER BOLT = 9087 LBS USE BASE PLATE 32 INCHES SQUARE BY 1.625 INCHES THICK USE 8- 1.625 DIAMETER ANCHOR BOLTS ON 32 INCH BOLT CIRCLE 96158A.DOC TOWER STRUCTURES, INC 1869 NIRVANA AVE CHULA VISTA, CA 92011 PAGE 70F11 JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:49:06 This routine calculates the lateral soil bearing pressure using RANKINES formula. The allowable lateral bearing pressure = 266 PSF/ FT. DEPTH OF FOOTING =13 FT DIAMETER OF FOOTING =48 INCHES DIMENSION A = 8.888894 FT LATERAL BEARING PRESSURE AT 4.444447 FT= 589.4105 LBS/SQR.FT ALLOWABLE LATERAL BEARING AT 4.444447 FT= 1182.223 LBS/SQR.FT LATERAL BEARING PRESSURE AT BOTTOM OF FOOTING = 1594.72 LBS/SQR.FT ALLOWABLE LATERAL BEARING AT BOTTOM OF FOOTING = 3458 LBS/SQR.FT 96158A.DOC TOWER STRUCTURES, INC 1869 NIRVANA AVE CHULA VISTA, CA 92011 PAGE 80F11 JOB NUMBER: 96-158 DATE 10-03-1996 TIME 17:50:14 MOMENT IN FOOTING= 64167.96 LB-FT FOUNDATION REINFORCING This routine uses the working stress method of determining the stresses in the concrete and reinforcing steel. The neutral axis is calculated by iteration in increments of 0.01 inches. N is calculated using the modulus of elasticity of concrete as 57000 x sqr.Fc. The properties of the section are calculated using standard principles of Engineering mechanics. Stresses are determined by using the algorithm F=(P/A)+or-MxC/I ULTIMATE STRENGTH OF CONCRETE = 3000 PSI MOMENT IN FOOTING= 64167.96 LB-FT YIELD STRENGTH OF STEEL= 60000 PSI DIAMETER OF FOOTING = 4 FT REINFORCING STEEL = 10 NO 9 GRADE 60 BARS COMPRESSIVE AREA OF CONCRETE, Ac = 277.0174 SQR. IN AREA OF REINFORCING STEEL = 9.940 196 SQR.IN DISTANCE FOR CAL TO NEUTRAL AXIS 13.90022 INCHES DISTANCE TO C.G.OF CONCRETE = 18.0232 IN MOMENT OF INERTIA OF CONCRETE,Ic = 38416.4 INM MOMENT OF INERTIA OF STEEL, Is = 33232.46 IW4 MOMENT OF INERTIA OF COMBINED SECTION = 71648.86 IW4 SECTION MODULUS OF CONCRETE, Sc= 7094.104 IN"3 SECTION MODULUS OF STEEL, Ss,= 2082.802 IW3 STRESS IN CONCRETE = 115.5629 PSI STRESS IN STEEL= 3006.22 PSI WEIGHT OF VERTICAL BARS = 423 LBS WEIGHT OF COIL TIES,(3/8 @ 6) = 49 LBS TOTAL WEIGHT OF REINFORCING = 472 LBS VOLUME OF CONCRETE = 7.677354 CU. YDS 96158A.DOC CO( CALIFORNIA PCS TOWER STRUCTURES, INC. Job No. 96-158 47'-6" MONOPOLE 1869 Nirvana Avenue Caic. By RC Chula Vista, California 91911 Phone (619) 421-1181 Chkd By Date 10-4-96 Page 9 of 11 SITE: sD150/ MOUNT KELLY Fax (619) 421-0533 T0306 LENGTH OF ANCHOR BOLT TO DEVELOP REBARS WITHIN THE SHEAR CONE BC = 32" D = 48" fc = 3000 PSI fy = 60000 PSI Ab = 1.0 IN2 - BOLT PROJECTION = 9" CONCRETE = 3" COVER - DEVELOPMENT LENGTH OF REBAR / BOTTOM PROJECTION = 3" MAX SHEAR CONE 0.04(fy)(Ab) 0.04(60000)(1.0) Ld = = V3000 Ld = 43.8" A BC - . 2 2 BC A=24-16-3=5" 2 REQUIRED LENGTH = 9 + 3 + 43.8 + 5 + 3 = 63.8" D 2 LENGTH PROVIDED = 6(12) = 72" > 63.8" OK COX CALIFORNIA PCS 47'-6" MONOPOLE TOWER STRUCTURES, INC. 1869 Nirvana Avenue Job No. 96-158 Coic. By RC Chulo Vista, California 91911 Phone (619) 421-1181 Chk'd B Date 10-4-96 Page 10 of 11 SITE: SD150/ MOUNT KELLY Fax (619) 421-0533 10309 CABLE ENTRY OPENING PL PIPE ri % x Dl < 2 - PLATE All Ll SEGMENT1 SEGMENT2 wi SECTION @ CABLE ENTRY OPENING PLEASE SEE EXCEL RUN FOR SECTION PROPERTIES CALCULATION. Moment of Inertia & Section Modulus for Cable Entry Opening Page 11 of 11 O.D. Pipe (in) 24 Thickness of Pipe (in) 0.25 Width of Opening, wi (in) 10.75 Thickness of Plate (in) 0.5 Dimension, Li (in) 4 Dimension, L2 (in) 2 Whole Pipe Section Moment of Inertia (in A4) 1315 Section Modulus (in 4'3) 110 Reinforced Section Moment of Inertia along x-x axis (in '4) 2271 ok Moment of Inertia along y-y axis (m M) 1575 ok Section Modulus along x-x axis (in A3) 154 ok Section Modulus along y-y axis (in A3) 131 ok ri (in) 12.00 r2 (in) 11.75 Al (rad) 1.11 A2(rad) 1.10 Area Segmentl (in "2) 101.65 Area Segment2 (in "2) 95.11 Cut Unreinforced Pipe Section Moment of Inertia along x-x axis Moment of Inertial (in'4) 5105.98 Moment of lnertia2 (in '4) 4521.88 Moment of inertia segment (in A4) 584.10 Moment of Inertia along y-y axis Moment of inertial (m M) 13956.79 Moment of 1nert1a2 (in '4) 12696.80 Moment of inertia segment (m M) 1259.99 Reinforced Section Length of Plate (in) 6.00 Distance to CL Plate, Dl (in) 11.73 cx-x 14.73 rcc 96158B.XLS 10/4/96 THEORETICAL BACKGROUND uvi..iri_" JLL FOR MONOPOLE PROGRAM TOWER STRUCTURES, INC. 1869 Nirvana Avenue Chub Vista, California 91911 Phone (619) 421-1181 Fox (619) 421-0533 Job No. STANDARD Job Name: Calc. By RC Chkd By 1 Dote 6-10-96 Page Al of A4 10160 APPENDIX A FORMULAS FOR MONOPOLE PROGRAM AND THEORETICAL BACKGROUND - THEORETICAL TOWER STRUCTURES, INC. Jab No. STANDARD BACKGROUND 1869 Nirvana Ayenue Job Name: FOR MONOPOLE Chub Vista, California91911 Colc. By RC Phone (619) 421-1181 Chkd By PROGRAM Fox (619) 421-0533 Dote 6-10-96 Page A2 of A4 Tnt.' MONOPOLE SPLICES: A) SLIP SPLICE FROM ASCE MANUAt, NQ REPQRTS Q NQNEERlNG PRATI NO. MINIMUM LAP 1. x LAf,GEST lNJ0E DlAMTER PESIN 31 the equations. It is felt that the recomnended equations will assure that suffici e n t edge distance is provided. This is consistent with the AISC specification "Stru c - tural Joints Using ASTM A325 or A190 Bolts" (219). 2.3 TYPICAL DETAILS 2.3.1 Slip Splices Sections jointed by telescoping splices should be detailed for a nominal lap that will assure a minimum lap of 1.35 times the largest inside diameter. A com m o n l y used practice is to specify a nominal lap of 1.5 times the largest inside diam e t e r o f the female section and allow a - 10% tolerance on the final assembled lap length. Maximum lap should be restricted by practical factors such as maintaining t h e minimum height of the assembled structure, minimum clearance between cro s s - arms, interference with climbing devices, etc. The use of slip splices is recommended only if the initial jacking force exceeds the maximum design compressive force at the joint. Supplemental locking devices are needed if relative movement of the joint is critical or if the joint mi g h t be subjected to uplift forces. In resisting uplift forces, locking devices should b e designed to resist 100% of the maximum uplift load. The female section longitudinal seam welds in the splice area should b e complete-penetration welds for at least a length equal to the maximum l a p dimension. 2.3.2 Circumferential Welded Splices Complete-penetration welds should be used for sections joined by circumfer- ential welds. Longitudinal welds within 3 in. of circumferential welds sho u l d a l s o be coniplete-penet ration welds. 2.3.3 Welded T Joint Connections Pole shalt to base plate welds, pole shaft to flange plate welds and arin t o a r m bracket welds are quite commonly I joint connections. Where the primary l o a d s carried by the pole or arm are flexural, a groove weld with reinforcing f i l l e t i s recommended to satisfy [lie requirements for through-thickness stresses i n t h e attachment plate. Good detailing and inspection practices should be use d t o assure that design penetration is achieved. 2.3.4 Hole Size Typically, holes 0.125 in. larger that the nominal bolt diameter are used except for anchor bolt holes. Anchor bolt holes in the base plate are normally 0.375 in. oversize. THEORETICAL TOWER STRUCTURES, INC. Job No. STANDARD BACKGROUND 1869 Nirvana Avenue Job Name: Colic. By RC KAñMCDflI 1 '.JI\ IVI'._ll4'.JI Chub Vista, California 91911 Chk'd By Phone (619) 421-1181 PROGRAM Fax (619) 4210533 Date 6-10-96 Page A3 Of A4 10161 MONOPOLE SPLICES: B) FLANGE SPLICE di POLE D.L. /r-I VAND NO MOMENT Ii I I I I I I I SOLT PRESTRESS fON J(NT DL = WEIGHT OF POLE ABOVE Itill IItII' Pap MINIMUM BOLT TENSION FOR 5/5Ø A-325 PBP - 191< J 3/4"ø A-325 P8p = 28K 7/80 A-325 PBP = 391< (REF: SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 AREA OF RING OR A-490 BOLTS - d) TABLE 4) /'\ -it MW= MOMENT DUE TO WIND di _________ _________ SECTION MODULUS OF RING - tT(d—) RING DL 1DL = (NEGLIGIBLE) ARING BP 1BP = ARING IllIllIllIll DEAD LOAD COMPRESSIVE STRESS ('DL> Mw BUT PRESTRESS tBW ('ee) - SRING NDBENaNG STRESS PROVIDING ENOUGH CLAMPING FORCE (I.E. SUFFICIENT QUANTITY & SIZE OF SPLICE BOLTS) WILL ENSURE THAT SPLICE DOES NOT GO INTO TENSION RESULTANT sss ANYWHERE WITHIN THE SPLICE AREA. LLIJ-u-LLLLW 1DL+ tBP+ f BW THEORETICAL TOWER STRUCTURES, INC. Job No. STANDARD BACKGROUND 1869 Nirvana Avenue Job Name: Colc. By RC FOR MONOPOLE IVI'INJ /L .1 Chub Vista, California 91911 Chk'd By Phone (619) 421-1181 PROGRAM Fox (619)'421-0533 Date 6-10-96 Page A4 of A4 T0182 FORMULAS USED IN POLE ANALYSIS LOAD FORMULAS M TOP 7 OP FA E WIND (.!) W = UNIFORM LOAD ON POLE (LBS FT ) Fr = POLE DRAG COEFF. L (Fl) I I I (WIND) (Cq) (POLE WIDTH) i . - POLE SECTION "X" MTOP = MOMENT FROM POLE OR LOAD ABOVE SECTION I I: (FT #) I I - Viop /BASE OF SECTION = SHEAR FROM POLE OR LOAD ABOVE SECTION (#) FA = FORCE FROM ANTENNA OR CONCENTRATED LOAD AT TOP OF SECTION (#) MOMENT 0 BASE OF SECTION = M TOP + (W)L + (FA) (1) + V TOP (L) STRESS FORMULAS P STRESS IN PIPE: f = - M ± - - P = AXIAL LOAD (#) M = MOMENT IN PIPE (IN #) A = POLE AREA (IN.2) S = SECTION MODULUS (IN) GEOTECHNICAL INVESTIGATION Proposed Cox California PCS Station I 5D150-Mt. Kelly U Carlsbad, California I HETHERINGTON ENGINEERING, INC. I HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING • ENGINEERING GEOLOGY • HYDROGEOLOGY I I May 17, 1996 I Project No. 1529.1 Log No. 2276 I J. M. Consulting Group 3530 Camino Del Rio North, Suite 101 I San Diego, CA 92108 Attention: Ms. Cheryl M. Hacke Subject: GEOTECHNICAL INVESTIGATION Proposed Cox California PCS Station SD150-Mt. Kelly I Carlsbad, California Dear Ms. Hacke: I In accordance with your request, we have performed a geotechnical investigation at the subject site. Our work was performed in May 1996. The purpose of our investigation was to evaluate soil and U geologic conditions, and provide grading and foundation recommendations for the proposed antenna and equipment storage area site. To assist with our investigation, we were provided with a - Site Plan, prepared by KDC Architecture. With the above in mind, our scope of work included the following: I o Research and review of available pertinent geologic literature, maps, and plans (see References). Subsurface exploration consisting of two hollow-stem auger borings to obtain soil and bedrock samples and observe subsurface conditions. Laboratory testing. Engineering and geologic analyses. Preparation of this report providing the results of our field and laboratory work, analyses, and our conclusions and recommendations. SITE DESCRIPTION I The subject site consists of specified easements located adjacent to an existing water tank (Ellery Reservoir) located along the south side and near the eastern terminus of Janis Way, Carlsbad, I California (see Location Map, Figure 1). Topographically, the site consists generally of relatively level ground bounded by a general I 5245 Avenida Encinas, Suite G • Carlsbad, CA 92008-4369 • (619) 931-1917 • Fax (619) 931-0545 32242 Paseo Adelanto, Suite C • San Juan Capistrano, CA 92675-3610 • (714) 487-9060 • Fax (714) 487-9116 BAS E MAP: U.S.G.S. SAN LUIS REY 7-1/2 MINUTE QUADRANGLE NORTH SCALE: 1'=2000' LOCATION MAP JMCG/COX-SD 150 HETHERINGTON ENGINEERING, INC. MT. KELLY, CARLSBAD GEOTECHNICAL CONSULTANTS PROJECT NO. 1529.1 FIGURE NO. 1 I GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 I Page I north facing, approximate 10 feet high (maximum), apparent cut slope which descends to the driveway area around the water tank from surrounding residential properties. I PROPOSED DEVELOPMENT Proposed construction consists of an equipment storage area and a I monopole antenna. The equipment storage area will be cut into the existing cut slope. SUBSURFACE EXPLORATION - Subsurface conditions were explored by excavating two truck-mounted hollow-stem auger borings to depths of approximately 31 feet and 36 I feet below existing site grade. The locations of the borings are shown on the attached Plot Plan, Figure 2. I The subsurface exploration was supervised by a geologist from this office, who visually classified the soil and bedrock materials, and obtained bulk and undisturbed samples for laboratory testing. The I soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the Boring Logs, Figures 3 through 6. LABORATORY TESTING Laboratory testing was performed on samples obtained during the I subsurface exploration. Tests performed consisted of the following: I o Dry Density and Moisture Content (ASTM: D 2216) Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557- I 9lA) Expansion Index (ASTM: D 4829) 1 o Direct Shear (ASTM: D 3080) Results of the dry density and moisture content determinations are presented on the Boring Logs, Figures 3 through 6. The remaining I laboratory test results are presented on Figure 7. I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1529.1 I Log No. 2276 May 17, 1996 Page 3 SOIL AND GEOLOGIC CONDITIONS Geologic Setting The subject site lies within a stretch of coastal hills that I are contained within the coastal plain region of northern San Diego County, California. These coastal hills are characterized by numerous marine terraces of Pleistocene age I that have been established and deposited above wave-cut platforms of the underlying Eocene bedrock. The terraces extend from areas of higher elevation near and east of the I site and descend generally west-southwest in a "stairstep" fashion down to the present day coastline. The site area is contained within the south-central portion of the USGS San Luis Rey 7-1/2 minute quadrangle. I The proposed construction site is underlain entirely by Pleistocene age terrace deposits along with a minor amount of surf icial material associated with the existing asphalt I roadway around the storage tank. Structurally, bedding within the terrace deposits is I considered to be essentially massive. Active or potentially active fault zones within the general site region include the offshore extension of the Rose Canyon/Newport-Inglewood, I Coronado Banks/Palos Verdes Hills, and the Elsinore, which are located approximately 5-1/2 miles southwest, 21-1/2 miles southwest, and 23-1/2 miles northeast from the site I respectively. Geologic Units I Pleistocene age marine and non-marine terrace deposits underlying the site consist generally of moist to very moist, dense, orange brown to brown clayey to silty fine sands. Groundwater I Although random zones within the terrace deposits appeared wet by visual observation, no free groundwater was observed in the borings during our investigation. It should be noted, however, that fluctuations in the amount and level of I groundwater may occur due to variations in rainfall, irrigation, and other factors which may not have been evident at the time of our field investigation. I I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 Page 4 SEISMICITY The site is within the seismically active southern California region. There are, however, no known active or potentially active faults located within or adjacent to the site. Active and potentially active fault zones within the general site region include the offshore extension of the Rose Canyon/Newport- Inglewood, offshore Coronado Bank/Palos Verdes Hills, and the Elsinore, which are located approximately 5-1/2 miles southwest, 21-1/2 miles southwest, and 23-1/2 miles northeast from the site respectively. Strong ground motion could also be expected from earthquakes occurring along the offshore San Diego Trough, San Jacinto and San Andreas fault zones, which lie approximately 30 1/2 miles southwest, 47-1/2 miles northeast, and 60 to 70 miles northeast, respectively. The San Clemente fault, which lies approximately 57 miles southwest of the site, as well as numerous other offshore faults, could also cause strong ground motion. Seismic risks on-site are limited to ground shaking during seismic events on active faults in the region. The following table lists the known active or potentially active faults which would have the greatest impact on the site. Maximum Probable Earthquake Estimate Bedrock Acceleration Fault (Moment Magnitude) Peak Repeatable Rose Canyon/ 6.5 0.42g 0.27g Newport-Inglewood (5-1/2 miles SW) Coronado Banks/ 6.75 0.19g 0.19g I Palos Verdes Hills (21-1/2 miles SW) Elsinore 7.0 0.20g 0.20g I (23-1/2 miles NE) SEISMIC EFFECTS I 1. Ground Acceleration I The most significant probable earthquake to effect the site, would be a 6.5 magnitude earthquake on the Rose Canyon/Newport-Inglewood fault I zone. Potentially, repeatable I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 Page 5 horizontal ground accelerations on the order of 0.27g are possible with a duration of strong ground motion exceeding 25 seconds. Peak (instantaneous) accelerations would be higher. Liquefaction Liquefaction is not a potential site hazard due to the dense underlying bedrock and lack of shallow groundwater. Landsliding Seismically induced landsliding is not considered a site hazard. Tsunamis Due to the relatively high elevation of the site and the distance of the site inland from the shoreline, seismically generated ocean waves are not considered a site hazard. CONCLUSIONS AND RECOMMENDATIONS General The proposed development is feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. Slope Stability No geologic conditions are known which would adversely affect gross slope stability of the existing cut slope. Site Grading Prior to grading, the site should be cleared of existing debris and stripped of vegetation. The resulting debris should be disposed of off-site. Any underground structures or tanks should be removed in accordance with local regulations. Holes resulting from the removal of buried obstructions, which extend below finished site grades, should be replaced with compacted fill. Fill should be compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. All fill should be compacted to a minimum relative compaction of 90 percent based upon ASTM: D 1557-91A. Soils used as compacted HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 Page 6 fill should be placed at about optimum moisture content. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Engineer. 4. Foundation Recommendations a. EciuiiDment Storacre Area U Foundations in the equipment storage area should consist of conventional continuous footings founded at least 12 I inches into terrace deposits. Continuous footings should be at least 12 inches wide and reinforced with a minimum of 2 - #4 bars top and bottom. Footings located on or I adjacent to slopes should be extended to sufficient depth to provide at least 10 feet of horizontal distance between the footing and the slope face. Footings located adjacent to utility trenches should extend to below a 1:1 I plane projected upward from the bottom of the trench. Footings bearing as recommended may be designed for a I dead plus live load bearing value of 2,000 pounds per square foot. This value may be increased by one-third for loads including wind or seismic forces. A lateral bearing value of 250 pounds per square foot per foot of I depth and a coefficient of friction between foundation soil and concrete of 0.40 may be assumed. These values assume that footings will be poured neat against the I foundation soils. Footing excavations should be observed by the Geotechnical Engineer to verify that they are founded in suitable bearing materials. I Slabs-on-grade should be 4-inches thick and reinforced with a minimum of #3 bars placed at 18-inch centers in both directions. Reinforcement bars should be placed on I chairs so that they are at mid-point of slab. Additional footing and slab reinforcement may be required by the Structural Engineer. 1 b. Monopole Antenna I The monopole antenna may be supported on drilled piers founded in the underlying terrace deposits. Drilled piers should extend at least 5 feet into the terrace deposits and have a minimum diameter of 24-inches. I Drilled piers may be designed for a dead plus live load end bearing capacity of 4000 pounds per square foot. I HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 Page 7 This value may be increased by one-third for loads including wind or seismic forces. Lateral loads may be resisted by passive pressure of 200 pounds per square foot per foot of depth, to a maximum value of 2000 pounds per square foot. A skin friction value of 200 pounds per square foot may be assumed in bedrock. Reinforcement for drilled piers should be provided by the Structural Engineer based on structural requirements. Foundation excavations should be observed by the Geotechnical Engineer prior to placement of reinforcement and concrete. Retaining Walls Retaining walls free to rotate (cantilevered walls) should be designed for an active pressure of 35 pounds per cubic foot, equivalent fluid pressure, assuming level backf ill consisting of the on-site non-expansive (Expansion Index of 20 or less) soils. Walls restrained from movement at the top should be designed for an additional uniform soils pressure of 8xH pounds per square foot where H is the height of the wall in feet. Any additional surcharge pressure behind the wall should be added to these values. Retaining wall footings should be designed in accordance with the previous equipment storage area foundation recommendations. Retaining walls should be provided with adequate drainage to prevent buildup of hydrostatic pressure and should be adequately waterproofed. Grading and Foundation Plan Review Final grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommen- dations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Engineer should be promptly notified for review and reconsideration of recommendations. I Sincerely, I HETHERINGTON ENGINEERING, INC. Sincerely, HE THE RI • fl-eta s - • SAC Ci 1 Engi Geotechnic (expire r=4 ~88 3 f96) p Date E C 14 d', -~i" K 0 GEOTECHNICAL INVESTIGATION Project No. 1529.1 Log No. 2276 May 17, 1996 Page 8 If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations, the Geotechnical Engineer should be promptly notified for review and reconsideration of recommendations. MDH ; DC; BAB/si INC. Danny ohen Civil Engineer 4193 (expires 3/31/96) p Brandon A. Boka Senior Engineering Registered Geologi Certified Engineer (expires 3/31/96) Ø% C5 NO 41937 Exp. Date ______ Civil HETHERINGTON ENGINEERING, INC. REFERENCES Aerial Photographs, Flight GS-VBTA, photos 143 and 144, May 3, I 1967. City of Carlsbad, Geologic and Seismic Safety Element, dated March 1975. I Eisenberg, Leonard I., 1983, Pleistocene Faults and marine terraces, Northern San Diego County, In "On the Manner of Deposition of the Eocene Strata in Northern San Diego County," San I Diego Association of Geologists, Edited by Patrick L. Abbott, 1985. Jennings, C.W. 1994, Fault Activity Map of California, and Adjacent Areas, California Division of Mines and Geology, Map No. 6. Kennedy, Michael P., 1975, Geology of the San Diego Metropolitan Area, California, Section A (Western San Diego Metropolitan Area), California Division of Mines and Geology, Bulletin 200. Ploessel and Slossen, 1974, Repeatable High Ground Accelerations from Earthquakes, EERI Nomograph. Seed and Idriss, 1982, Ground Motion and Soil Liquefaction During Earthquakes, EERI Nomograph. Weber, Harold F., Jr., 1982, Recent Slope Failures, Ancient I Landslides, and Related Geology of the North-Central Coastal Area, San Diego County, California, California Divisions of Mines and Geology, Open-File Report 82-12L. I I HETHERINGTON ENGINEERING, INC. 7 LI & SIP 1 / / -' NJ (E) WATER TANK I F I / I ft I --r iiri iK;5 1 I 1 -e 'I F Pik I... / o or II / --. 'F 4 • -I -. I / / L!' joamm 4/25/9 — 1. I,. ____ - I, ,1 .- s-._*•__/ QLD ØT: CM EVMCWS ____ / ___•_•' -. - — 'ft /•. I- ,/ _/• TaCc 00, / I / (F 'I, icz' NOTES 7' - unom (uls) Pilo 10 7 1' 5ECD)ARY EXP.'61OT4 CA114ET \ ——; <3> aAflEr c.*w€1 AWUART CANET I .. EQUW4M1 .A1FOM 7/I>se-rsME1D REPLACE (t)uallopo N5T.L Ifl WMP AM11:1INS M CR$SO PO CIRWTION. Wommu UcROU$D 1$ Comrall MJTJ4tA MA i-o w x 25'-r WEE LE CHAIN LiNK CAT5 OLE AREA LINE- NOT- L 4) (N) M.iUA1. *ii SMCH AND £49CtNCY CDEBATOR WC BOX ATTND T PMIESIAL T. M(1VTflO FETL 431. DPi. AäOV CLT LCCATW TO & - By R.F. 4) 4w) *Pw pic SM7NN #" '163747 1Y - .-. -- ,-' 2 ) (N) CRin SWAX MJHT KELLY Ram \ - -- -- - . '' 7 nustu W! 1iDN*ON c wC.1CPOLZ JOBj_SDI5G N\. -- - - . • (E) Cu 1m.1iC. 1 A? CAP—SM CA u aiu. w wcii RET47cwt wu. - 41. (c) WHP M'TZNNA xcomu4m ow P4EW super ENLARGED PLAN APPROXIMATE SCALE: 1"=iO' 43, (s) KC. P4fl UZPE TO DyfA'. 2X CASE NO. øP-e-ci RG PLAN Ti A-2 LEGEND APPROXIMATE LOCATION OF BORING B-2 DRILLING COMPANY: C & K Drilling RIG: Hollow -Stem DATE: 5/17/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: 330 ± w_J _j w (L F- F- >" Cfl#-. BORING NO. B..1 I n ___ a '-' ____ o u SOIL DESCRIPTION - - — PAVEMENT: Approximately 2" asphaltic concrete TERRACE DEPOSITS: Orange brown slightly clayey silty fine - - sand, moist to very moist, dense 54 113 10.2 5.0— - 52 110 10.6 - - 42 108 12.9 @ 7': Some apparent very moist to wet fine sand zones - -x 10.0— - 26 100 10.0 rown'to light brown silty fine sand, very moist to . - - wet, dense, moderately to very friable, some inclusions of - light gray to white silty fine to medium sand 15.0— 30 106 9.1 . brange 20.0— 30 103 8.4 25.0---- BORING LOG JMCG/Cox - SD 150 HETHERINGTON ENGINEERING, INC. Ellery Reservoir, Carlsbad PROJECT NO. 1529.1 FIGURE NO. 3 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: C & K Drilling RIG: Hollow - Stem DATE: 5/17/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: 330 ± h wi _JQ_ w I— >- I— \• Cfl.'-. w BORING NO. B1 co 0 0 '-' E o cn' SOIL DESCRIPTION - 25.0 53 107 12.6 Brown to orange brown clayey fine sand with some scattered - small carbon inclusions, moist, dense - 30.0— 43 111 10.2 - Total Depth 31 feet - - No Groundwater - 35.0- 40.0- 45.0- 50.0 - BORING LOG JMCG/Cox - SD 150 HETHERINGTON ENGINEERING, INC. Ellery Reservoir, Carlsbad PROJECT NO. 1529.1 FIGURE NO. 4 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: C & K Drilling RIG: Hollow - Stem DATE: 5/17/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: 330 ± w w I— Wi-. Cn cii BORING NO. B-2 0 CIO C3 ro .- C3 o cn-. SOIL DESCRIPTION - -00 - PAVEMENT: Approximately 2-1/2" asphaltic concrete over 6" - \ olive gray silty fine to coarse sand (DG) - TERRACE DEPOSITS: Orange brown slightly clayey silty fine - sand, moist to very moist, dense - - - 43 109 10.9 - 5.0— -I 35 110 9.7 @ 5' and below: Some apparent wet zones - 10.0 34 106 9.7 .brown to light brown silty..me ery - moist with some apparent wet zones, dense, slightly to - moderately friable . - 15.0— 37 102 11.7 . Orange - 20.0— 30 96 4.9 brown to light gray to .light orange brown silty fine . - - . Light sand and fine sand, moist to very moist, dense, very friable - 25.0--- - BORING LOG JMCG/Cox - SD 150 HETHERINGTON ENGINEERING, INC. Ellery Reservoir, Carlsbad PROJECT NO. 1529.1 FIGURE NO. 5 GEOTECHNICAL CONSULTANTS DRILLING COMPANY: C & K Drilling RIG: Hollow -Stem DATE: 5/17/96 BORING DIAMETER: 8" DRIVE WEIGHT: 140# DROP: 30" ELEVATION: 330 t I- w - >. I- .'\• (l).-. w BORING NO. B-2 25.0 - co o '-' U cn'-' SOIL DESCRIPTION - 54 109 12.2 Orange brown sily fine sand, wet, dense, slightly friable 30.0— 37 113 10.8 slightly clayey silty fine ..and, moist to very moist, dense, some scattered small carbon inclusions - 35.0— 65 112 6.8 Brown to orange brown silty fine sand, moist, dense, isolated - zones of friable light brown fine sand Total Depth 36 feet - .Brown No Groundwater - 40.0- 45.0- 50.0 - BORING LOG JMCG/Cox - SD 150 HETHERINGTON ENGINEERING, INC. Ellery Reservoir, Carlsbad PROJECT NO. 1529.1 FIGURE NO. 6 GEOTECHNICAL CONSULTANTS DIRECT SHEAR (ASTM: D 3080) _____ ____________ Sample Location Cohesion Internal Angle of Remarks (psf) Friction I B-i @ 2' 575 38 Undisturbed, consolidated, saturated, drained B-i @ 10' 0 35 Undisturbed, consolidated, saturated, drained - SUMMARY OF MAXIMUM DENSITY/OPTIMUM MOISTURE DETERMINATIONS (ASTM: D 1557-91A) Sample Description Maximum Optimum Location Dry Moisture Density Content (pcf) (%) B-i @ 2' Orange brown slightly clayey silty 128.5 10.5 fine sand Figure 7 Log No. 2276 Project No. 1529.1