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Home My WebLink About1966 OLIVENHAIN RD; CS; CB032425; Permit1ITTJ; ', .C,ity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-13-2003 Commercial/Industrial Permit Permit No: CB032425 Building Inspection Request Line (760) 602-2725 Job .Address: Permit Type: Parcel No: Valuation: Occupancy Group: 1966 OLIVENHAIN RD CBAD Q.S Tl Sub Type: Lot#: $40,000.00 Construction Type: Reference #: COMM 0 NEW Status: Applied: Entered By: Project Title: OLIVENHAIN WATER-CINGULAR TELECOMUNICATION CABIN!=T W/45 FT FAUX TREE Plan Approved: Issued: Applicant: CRAIG MGNUDY 4810 EASTGATE MALL 92121 858 228-2692 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Total Fees: $611.07 Inspect Area: Plan Check#: , Owner: $298.59 $0.00 $194.08 $0.00 $0.00 $8.40 $0.00 $0.00 $0:00 $0.00 $0,00. $0.00 $0.00 $0.00 • .. $0.00·-. - $0.00 $0.00 Meter Size Add'I Reel. Water Cpn. Fee Meter Fee SDCWA.fee CFO Payoff Fee PFF _PFF (CFO Fund).· .License Tax License Tax (CFO Fund) · Traffic Impact Fee -Traffic Impact (CFO Fund) PLUMBING TOTAL ELECTRICAL TOTAL rvtECHANICAL TOTAL Mast$r Drainage F$e · Sewer Fee . Redev Parking Fee Ada1tiohal Fees : :1: fQl[txtJ=~ERMIT FEES Total Payments To Date: $194.08. Balance Due: ISSUED 09/04/2003 RMA 11/13/2003 11/13/2003 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $110.00 $0.00 $0.00 $0.00 $0.00 $0.00 $611.07 $416.99 8605 11/13/03 0002 01. 02 Inspector: FINAL APPROVAL Date: 2. -i '1 ... 0 t/ CGP 416-99 Clearance: ------ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications; reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any i x i n f hi h h · I · 'mil . h. h f limi i n h s c viousl o h rwi PERMIT j\"PPLICATION a"( CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Legal Description Lot No. Subdivision Name/Number Unit No. FOR OFFICE USE ONLY PLAN CHECK NO. en (;)J 2.it )S EST. VAL. {f(jj (}01:> . ~ . I Plan Ck. Deposit . , /='i 1 ()f Validated By ~ Date Cf/ t.f/ Phase No. Total# of units Assessor's Parcel # Existing Use Proposed Use ~ ._1 ZSS -c3 \-o:,, Qff\C1..: \~<6i.-<04~fa 02 fi1}!rW~BS~~XTio~:~~;\ ~=-~f~f::s~r~~7~ -. ~> ~{-_ ~:,v,'d'' -, -: ·>--/l~J~2i:·;1Lf,E~-;~:Z:1:L· :~f~--~::i1:;J;-~1-~::~J:~:?:i~~$~{~:~~~~~ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Cl I have·and will maintain a <;ertificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for ~h this permit is issued. liV" I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance Cilrrier and policy number are: 1 q / / / , lnsuranceCompany "'t-Uft'th-'LpSuyg;1ce PolicyNo.wt:..Jl665Jiqo -oo Expiration Date ~ 3', 03 {THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) Cl 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. all coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand lion, damages are provided for in Section 3706 of the Labor Code, interest and atto~s2es. . . . DATE IC ~ .-a,5 ~-~-_ -7 N ~~~~::=-~~~~17;~~~i1l1~~r~iZ:=?:B12r~~::~~~~~~m~111 I hereby affirm that I am .exempt from the Contractor's License Law for the following reason: Cl I, as owner of the property or my employees with wages as their sole compensation, will d 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). iJ 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 L.icense 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). Cl I am exempt under Section ________ Business and-Professions Code for this reason: 1. I personally plan to provide the major labor and ·materials for construction of the proposed property improvement. Cl YES Cl NO 2. I (have/have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name/ address / phone number/ contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ /ontractors license number):----------,------------------------------------ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name /address / phone number/ type of work): PROPERTY OWNER SIGNATURE _____________ --,-------------DATE_~--------- I • PERMIT APPLICATION .,. CiTY OF 'CARLSBAD BUILDING DEPARTMENT .t . 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 ~r~1!~f!ii'1r,orwit1P/11:s~~ao1eo~~,:~::<~z-1F:"1rr:irr:q::~:Q'.1,t::!·/t'!:!0~T'J-F"?Zi1ft::1.:::~¥;,m1~~'-l ~~~ 1'1ffl<!~ ~ ~ $ .,.,<:,,,,.v•M,,-~' +<.c,;i..~,¾.......,;.,.~~'i~~-~<;~",~~/4.~~ ' '.:,,,'~Ro,.,;i;,~~~ ..... -..,., .... ,....,M~,\>..:,..,+s.,~-..... ""'-~~~?, ,,,..,,)o,N Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D -YES D NO Is the applicant or future building occupant·required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. L~~lJ!NDIBt!e!NsY.;--,,,,::;i:/:-: Fr-7,:~~"~:,-~,;.,,,,:st~~:.~:~:::;-1J,;/L::,¾,:j~irw~~F'~:.~,~2~::::6;;;,;;~;.:iJ~J I hereby affirm that there is-a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME__________________ LENDER'S ADDRESS __________________ _ ~:~-~t'!'r»~~hl-~~~~,..~~~l~:~f~:R>r:;~~::::::~~S7t!m:~:~~~~~~M;?~:;::::,: -~-~-~~ii-~~~ "';;!;:v ~ssg I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize 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, JUDGEMENTS, 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 of 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 1 days ro the da · such ermit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 1 days 10n 10 .:ii Unii Building Code). APPLICANT'S SIGNATURE _-'-'--14-''-=-l'-~"-"-,"'4{,j~'-"'"~--,H-'.,,..,.,_L.U-~~:q...~"""'-,:.__--DATE _+-9+-1lr---"-'1"'=t+~-{;)-~,.___ _____ _ ) City of Carlsbad Bldg Inspection Request For: 02/12/2004 Permit# CB032425 Inspector Assignment: PD --- Title: OLIVENHAIN WATER-CINGULAR Description: TELECOMUNICATION CABINET W/45 FT FAUX TREE Type:TI Job Address: Suite: Location: Sub Type: COMM 1966 OLIVENHAIN RD· Lot 0 Phon&JL- lnspecto. ~ APPLICANT CRAIG MCNUDY Owner: Remarks: Total Time: Requested By: NA Entered By: CHRISTINE 3·9 Final Electrical {J!_ v . /2 / ~ 5 CD Description. ¥Act Comm:n~ ------I Associated PCRs/CVs PCR01105 ISSUED. OLIVENHAIN -COLUMN,STRUCT; RELOCATE COLUMN, ELEC Date 01/09/2004 01/02/2004 Inspection History Description 89 Final Combo 14 Frame/Steel/Bolting/Welding Act lnsp Comments CO PD AP PD 01/02/2004 31 Underground/Conduit-Wiring AP PD ok to release meter 11/24/2003 11 Ftg/Foundation/Piers AP PD I t ;, EsGil Corporation In <Partnersliip witli go11emme,ntforc<Bui{ain9 Sajet;y DATE: 11/7/03 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-2425 SET:11 PROJECT ADDRESS: 1966 01ivenhain Rdad PROJECT NAME: Cingular Wir~less Omwd Ops Center D D D D 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 with the jurisdiction's building 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: Telephone#: Pate contacted: (by: ) Fax #: // ,,, Mail Telephone Fax In Person ff.{P ~ REMARKS: 1. City to approv~ the special i~s~ection program. 2. Th~uded inked change on sheet S-3 shall be made on city II set.(at bmldmg department) 13y: David Yao Enclosures: Esgit Corporation . D GA D MB D EJ D PC 10/30 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In (!'artnersliip witli government jor<:Bui(aing Safety DATE: 9/16/03 CJ APPLICANT ~ JURISDICTION: City of Carlsbad CJ PLAN REVIEWER CJ FILE PLAN CHECK NO.: 03-2425 SET:I PROJECi ADDRESS: 1966 Olivenhain Road PROJ~CT NAME: Cingular Wireless Omwd Ops C'enter D D D D D The.plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plahs transmitted herewith will substantially comply with the jurisdiction's building 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 c;:heck 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 applicaht's copy of the check list has been sent to: Craig B McNulty 4810 Eastgate Man San Diego, CA 92121 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant thc;it the plan check has been completed. Person contacted: Craig 8 McNulty ( v. ~.) Telephone#: (858)228-2692 Date contacted: 9 (,1-(o? (by: p,-...) ··· Fax #: {858)228-2010 Mail ~ephone ,./' Fa/ In Person , REMARKS: By: David Yao Enclosures: Esgil Corporation D GA [gl MB D EJ D PC 9/5 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + Sanbiego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ") J J, l ) 'City of Carlsbad 03-2425 9/16/03 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Carlsbad 'PROJECT ADDRESS: 1966 Olivenh~in Road DATE PLAN RECEIVED BY ESGIL CORPORATION: 9/5 REVIEWED BY: David Yao FOREWORD (PLEASE READ): PLAN CHECK NO.: 03-2425 DATE REVIEW COMPLETED: 9/16/03 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Cqde, National Electrical Code and state laws regulating energy conservation, noise attenuation .and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections . based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied . before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways:, 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and ,calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports dir~ctly to the City of Carlsbad Building Department for , routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is ,complete. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No , ). City of Carlsbad 03-2425 9/16/03 1. Provide a statement on the Title Sheet of the plans that this .project shall comply with the 2001 edition of the California Building Code (Title 24 ), which adopts the 1997 UBC, 2000 UMC-, 2000 UPC and the 1999 NEC. 2. Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit _and any proposed future buildings.(The project description did not indicate new storage shed. Note 15 on sheet .A3. shows new storage shed. Please clarifx.) · · · 3. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown b~low. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec .. 1701 of the Uniform Building Code. ITEM · SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION · STRUCTURAL CONCRETE OVER 2500 PSI PILES/CAISSONS · DESIGNER-SPECIFIED · -OTHER -REQUIRED? REMARKS 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 5. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan." · 6. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. 7. Provide area analysis to show the floor area of existing building plus the proposed storage shed still within the allowable floor ar$a. Section 504.3. 8. A 1-hour occupancy separation is required between the S-3 occupancy and the S-1 occupancy. Table· 3-B, Section 302.2. (See exceptions in Section 302) 9. Specify on the foundation plan or $tr~ctural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Section 106.3.3. 10. 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 (see page 10 _ .J ~. ! J City of Carlsbad 03-2425 9/16/03 of the soil report). 11. The foundation :plan does not comply with the following soil report recommendation(s) for this project: Page 7 of the soil report shows the elevated steel platform shall be supported by shallow footings. The foundation shows different footing system. Please check with the soil engineer 12. The soils engineer· recommended that he/she review the foundation excavations. 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: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly l::>ackfilled and compacted, and c) The foundation excavations comply with the intent of the soils report." 13. Provide complete foundation for the rnonopine and storage shed with calculation to justify it. Section 1806.3. 14. . Provide complete structural details on the plans with cross referencing as needed to show the structural framirig will comply with the design calculations and building code requirements. Section 106.3.3.(monopine and storage shed.) 15. Provide calqulations for.main vertical and horizontal framing members and post footings. Section 106.3.3.(monopine and storage shed) 16. Provide· calculations for lateral loads, shear panels, shear transfer and related. Section 106.3.1.7 .. (monopine and storage shed) 17. Provide calculation to .show the reinforcement for caisson is adequate.(7/S2) 18. To speed up the review wocess, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 19. Please indicate here if any changes have be.en made to the plans that are not a result of corrections from this list. If there are other changes, please briefly d~scribe them and where they are located in the plans. Have changes· been made to the plans not resulting from this correction list? Please indicate: · a Yes c::l No -20. The jurisdiction has contracted with f=sgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review ·items, please contact David Yao at Esgil· Corporation. Thank you. · ) ) City of Carlsbad 03-2425 9/i6/03 + ELECTRICAL PLAN REVIEW + 1999 NEC 1. Show the available fault current (lsc) from the serving utility co. and at the equipment where lsc exceeds 10,000 amps. 2. Show the ampere interrupting capacity (AIC) ratings of the service and si.Jbservice equipment. NEC 110-9 3. Show or note on the pl~ns the method used to limit fault currents to 10,000 amps on branch circuits.. NEC 230~208 4. Note on the single line diagram that all service disconnect devices shall be labeled as a "Service Disconnecting Means". I.e., "service disconnecting means 1 of 2" and "service' di~connecting means 2 of 2". NEC 230-70(b) Note: If you have any questions regarding this ,electrical plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Oct 21 b3 04:34p DCI PACIFIC t oci 21 03 04:34p DK DO 09/25/2003 11:48 8582282010 City of Cula1tad OG-1428 9/.'1.6/03 SW DEPLOV (714) 429-1404 858-502-1227 p.2 PAGE 08 p.2 ~PECIAL INSPECTION PRO~ftAM \ '\-' . I C-A Q z.l'd'b,_: \,(..t., Ot,~~U1 'Rq ~r{~,d, ' ---1. ADDRESS OR LEGAL Dl:SCRIPTIOIII: . 1 .. P~CH&CKNUMBER: 03~2-j2S OWNER'SNAMe: JI~ -, .. _ vnid;ro.l . w°' o.r 1?ts ;r.,af-,. as the owner, or agent of the owner (contractors may ru2! employ the special inspector}, certify that I. or the archltectlenglnMr of 1'800Rt, will be responsible for empfoyiilg tha 3peclsl inepector(s) as required by Unlfonn Building C~ (UBC) Section 1701.1 for lhe construction projeotrocated at the site listed =.:;;;;;os;e~ r:~ rl .1. 3"' tho en!jlne"'1.......,.. Of ~"Y thot I hove prcpt1ied the followfng ~p,,01,11 · Jn,pectlon program a& required by UBC Section 106.3.5 for the conatll.lction.projecl located .at ·the site listed above. :Signed . Ha CompJtane• Prior to Foundation fn9P9ctlon · Stn.lctu,al CDncrete OWtr 2500 PSI ,,,.._, ... conc:me a ~ruc:tural Masonry Dui9ner Specified 3, Dutlea of the spec,ial inspectors tor the wort HcatGd at.low&: .A., B, e. · dro:J 7I9S3 j City of Carlsbad 03-2425 9/16/03 ;VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: 03-2425· DATE: 9/16/03 BUILDING ADDRESS: 1966 Olivenhain Road BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Valuation Reg. VALUE ($) PORTION (Sq.Ft.) Multiplier Mod. cell stie per city 40,000 .. ., - Air Conditioning . Fire Sprinklers TQTALVALUE 40,000 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance $298.591 Plan Check Fee by Ordinance $194.0BI Type of Review: 0 Complete Review D Structural Only D Repetitive Fee . . ; ~q Repeats ... ::,,, D Other D Hourly I Hour * Esgll Plan Review ·Fee $167.21! Comments: Sheet 1 of 1 macvalue.doc .\ J· ~DD ~DD PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST . C :2-'?' Address f2.b6_ (10:14 gd, Ptar:iner ~~_,..J,,,,=.,;ic;...:..--=--------Phone (760) 602--~ ......... """-'-"~-------- APN: --J""'-l.""--;,.:,c:;;._._-,,.:;.-,,::.,.-----1-------------------- T y p e of Project & Use: Lf... Net Project Density: J't DU/AC Zoning: t2 General Plan:._""""'---Facilities Management Zone: b CFD (in/out) #_Date of participation: flt.'a.._ Remaining net dev acres: - Circle One (For non-residential _development: Type of land used created by this permit: · ) Legend: [8J Item Complete D Item Incomplete • Needs your action Environmental Review Required: YES_NO_TYPE ___ _ DATE OF COMPLETION: _______ _ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES -1::___ N~ t;;/YPE Cv{? APPROVAUREso. No. _____ 91 ___ / ___ I _____ DATE ~o 3 PROJECT NO. fwf 0,3-0 3 . OTHER RELATED CASES:------,-.,..._-------.------- Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: _ _,__ __ ...;._ _________________ _ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES__ NO __ CA Coastal Commission Authority? YES __ NO __ If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103., San Diego CA 92108-4402; (619) 767-e2370 Determine status (Coastal Permit R~quired or Exempt): Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: NO_ 1) . Stamp Building Plans as "Exempt'' or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. lnclusionary Housing Fee required: YES NO (Effective date Qf lnclusionary HOL!~ing Ordinance -May 21, 1993.) \ . Data 'Entry Completed?. YES· __ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 ~DD lXJ DD ,.KJDD ,~DD cloo ~DD ~DD [!R(DD ~DD 600 I ·t )• 1. Provide a fully dimensional site ph;m drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number .. Polic¥ 44 -Neighborhood Architectural Design ·Gu'ideiines 1. Api:,licability: YES ______ NO __ _ 2. Project complies YES __ NO __ _ Zoning: 1. Setbacks: Front: Required ______ Shown------ Interior Side: Required Shown _____ _ Street Side: Required Shown _____ _ Rear: Required Shown _____ _ Top of slope: Required Shown _____ _ 2. Accessory structure setbacks: Front: Required ______ Shown _____ _ Interior Side: Required . Sl;lown ---~-- Street Side: Required Shown _____ _ Rear: Required Shown _____ _ Structure separation: Required Shown _____ ____ 3. Lot Coverage: Required ______ Shown. _____ _ 4. Height: Required ______ Shown _____ _ 5. Parking: Spaces Required ______ Shown _____ _ (breakdown by uses for commercial and industrial pr.ejects required) Residential Guest Spaces Required ______ Shown _____ _ Additional Comments _______ .....__ __________________ _ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 PLANNINC/ENCINEERIN·c· APPROVALS PERMIT NUMBER CB ~-8''-f~ . DATE Jt),-3CJ-df!::, · RESIDENTIAL TENANT IMP-ROVEMENT · . RESIDENTIAL ADDITION MINOR < < $1l>,000.00) . PLANNER ------------ ENGINEER~ oocs/Mlsforms/Plannlng Engineering Approvals PLAZA (:AMINO REAL CARLSBAD COMPANY STORES VILLACE FAIRE COMPLETE OFFICE BUILDING DATE Carlsbad Fire Department 032425 1635 Faraday Ave. Carlsbad, CA 92008 · Plan Review Requirements Category: Fire Prevention (760) 602-4660 Date of Report: _09_1_08_12_0_0_3 _______ _ Building Plan Reviewed by: /~ Name: W.F.I. -------------------------Address: 4810 Eastgate Mall City, State: San Diego CA 92121 Plan Checker: ____________ Job#: _03_2_42_5 ____ _ Job Name: Olivenhain MWD Bldg #: CB032425 ---,---------------------"''--- Job Address: 1966 Olivenhain Rd Ste. or Bldg. No. ~ Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I 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 and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. . The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 032425 2nd FD File# 3rd Other Agency ID ' ;i"'p. ·~1.-;.:;,,., --------------------------------------.. I .\ ;" 'f t, '! 'A Structural. Calculations Project: SD-914-03 OMWD Ops Center Job No: 03-210 Location: 1966 Olivehain Road, Carlsbad, CA Sheet: 1 of Client: DCI Pacific Date: 10/10/2003 Applicable Codes: 2001 California Building Code Scope of Calculations: Platform frame design for new Cingular radio equipment cabinets W~ter Heater Shed Design Light Standard Footing Design CDG Connell Design Group Consulting Civil Engineers 16 Technology,-Suite 209, Irvine, CA 92618 949-753-8801 Office -949-753-8833 FAX 31 CDG Connell Design Group Consulting Civil Engineers www.connelldesigngroup.com Design Criteria: 1. Structural design is based on the 2001 CBC 2. Timber: JOB: SD-194-03 SUBJECT; Design Criteria BY: DMC DATE SHEET NO: 2-of A. All 2x and 4x lumber shall be Douglass Fir #1 grade unless otherwise noted B. 6x lumber shall be Douglass Fir #1 grade 3. Glu-Laminaterd beams shall be Douglass Fir 24F-V4 4. Wood Structural panels shall be graded Structural 1 8/20/2003 'hi ' 5. Concrete shall have a minimum compressive strength of 2500 psi @ 28 days unless otherwise noted 6. Cement shall be type I or type II 7. Reinforcing steel shall be ASTM A615 Gr. 60 8. Foundations designed according to the geotechnical report by PSI Dated 8/7/03 9. All rolled steel shapes shall be ASTM A572 GR. 50 1 Q. All steel pipe columns shall be ASTM A500 Gr. B 11. Welding shall be with E?0XX low hydrogen electrodes in an approved fabricating facility 12. All field welding requires continuous special inspection 13. All shop welding shall be done in a city approved welding facility 14. All Concrete masonry Units shall be normal weight, fm = 1500 psi, Special Inspection Rqd. CDG JOB: OMWD Ops Center Connell Design Group SUBJECT LATERAL ANALYSIS Consulting Civil Engineers BY: DMC DATE 8/18/2003 www.connelldesigngroup.com SHEET NO "b of 1:>I Equi12,ment Weights: Weight Total Eguiement {lbs~ Quantit}'. (lbs) Radio Cabinet 1700 4 6800 Platform Frame 1000 1 1000 Misc. 700 1 700 Total Wt.= . 8500 lbs Equipment Dimensions: W= 2.33 ft L= 18 ft H= 5.5 ft Atrans = 12.815 ft,: Atong· = 99 ft,: Seismic: (2001 CBC Section 1632) Na= 1.5 Z= 0.4 Ca= 0.66 Nv= 2 I= 1 Rp= 3 ap = 1 (Table 16-0, 3D-Anchorage of communications equipment) hx= 1.5 hr= 1 Fp = 4.0 CalpWp = 2.640 Wp (32-1) Fp = (apCalp/Rp)*(1+3*(hx/hr))Wp = 1.210 Wp (32-2) V= 10285.0 lbs Transverse 10285.0 lbs Longitudinal Wind: 70 mph, exposure C q5 = 12.6 Ce= 1.53 lw = 1.0 Cq = 1.4 P = CeCqqslw = 27.0 psf V=AP= 2671.9 lbs Transverse 345.9 lbs Longitudinal Summary: Seismic Controls in the transverse direction Seismic Controls in the longitudinal direction Vtrans. = 10285.0 lbs V trans/ 1 .4 = 7346 lbs v,ong• = 10285.0 lbs v,ong.11.4 = 7346 lbs CDG JOB: OMWD Ops Center Connell Design Group SUBJECT: Design Cales Consulting Civil Engineers BY: DMC DATE 8/18/2003 www.connelldesigngroup.com SHEET NO ,., of ~I. Cabinet Mounting To Steel Frame lw W= 6800 lbs V= 5877 lbs V Summing Moments, "' j3· R2 = [W(1') + V (3')] I 2' R2= 12215.7 lbs (Compression) t Ii> I R2 R1 = 5415.7 lbs {Tension) R1 2' Use 5/8" dia. A307 Bolts Number of mounting connections each side of new BTS Cab., N = 2 Vallow= 3100 lbs/bolt*2*N bolts = 12400 lbs 0.K. Tallow= 6100 lbs/bolt*N bolts = 12200 lbs O.K. (N) ACCESS GAlE 2• CLR. (N) CONC. MAX. LANDING 24'-0":!; 1·-10· 10·-2· _____ L (E) RETAINING WAl.l --------------------------- I IV ti,:. 11·1 lht--74-1 r, w Ji O / I I 10·-2· 1·-10· g ~ 0 ~ (N) STffi GRATING OYER ENTIRE PlAlfORM ? "' ,;H U) I c:o " . ~ N \ l I I I 1----------'------,-~ (E) -;: ~~--------------~---~\---® f. =f @ ~ O• 'b~ I 'lo : r----------------------\ f----,---\_ (N) CINGULAR -1,;L~ (E) BUILDING WALL EQUIPMENT CABINETS N ~ s f l-A; ·-r r tJ /2.M F £ A "-1 [£ pe..,~-N ~ c ~ \t-3 'v NT5 ~ ~ \} .._,.__, V) ' I 'I 'I). COG CONNELL DESIGN GROUP Consulting Civil Engineers 16 Technology Dr., Ste. 209 Irvine, CA 92618 (949) 753-8807 FAX (949) 753-8833 P-1 o cs L4N ,, WtiL a / e (~) = 3 6-# i lu~1.-~ 4o (I?: )fa (3o'*;; lUc-r ::r I '2-'Z. 15'~ 7 #: s 6 II *I, 2.<0' 6P77 #: :::-21~:#(, 2--.:::!>l B-2 i)ES,tt;N P, C f3 I ~',(N ,. '3,3'-(k. Pi :t. {,o +'-lo) {r 6 '/ L) (r,;/2,) ~ ~r~# p-'3 D e-s lC,N JQB __ _,O.:....:_M..,_w--=-/j)------=D---l-r-..s ____ --;-___ _ SHEETNQ. ________ OF __ ?+L~--- CALCULATED BY--~P ...... M~C,,----DATE_____,.E"-- 01 -r-#->-----' __ _ CHECKEDBY ________ DATE _____ _ SCALE _______________ _ -' ( WoL+Wi...1.--+l.-\Jcr,· r7=c;=;=;;i I ::~-c. I -+------··--···----.--------{'--- -., ,- S-'-b'' -="} u~~ wir-Z/ 0y 1NSpf:-Cf1cY-J (S!MILPl nr ./3 -2.) __ [?-i..f D ~<;,. I c.,_"'' f1Jpi:: ,:; /;,,.h.1.,,. I 36 S p A-.N -::.. I !) '-0 ,., 0 PRODUCT 207 I:., Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Rev: 510302 User. KW-0604164, Ver5.1.3, 22-Jun-1999, Wln32 (c) 1983-99 ENERCALC Description Beam B-1 (XX Axis) General Information Steel Section : W8X21 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL i'..L ST Start Location End Location Summary #1 0.033 0.130 0.611 10.00 ft 0.00 ft 0.00 ft 10.00 ft #2 Title : OMWD o"ps Center Job # 03-21 O Dsgnr: DMC Date: Description : Scope : Sheet 7 of ~ \ Steel Beam Design c:lenercalc\03-210 omwd a s center.ecw:Calcul Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned Bm Wt. Added to Loads LL & ST Don't Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus #6 50.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Short Term Load Case Governs Stress Using: W8X21 section, Span = 10.00ft, Fy = 50.0ksi End Fixity= Pinned0Pinned, Lu = 10.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresf fv I Fv Actual 8.312 k-ft 5.484 ksi 0.215 : 1 3.325 k 1.606 ksi 0.080 : 1 .. Allowable 38.588 k-ft 25.459 ksi 41.400 k 20.000 ksi Max. Deflection Length/DL Def! Length/(DL +LL Def!) -0.069 in 21,598.5 : 1 1,751.6 : 1 • I Force & Stress Summary • Maximum Max. M + 8.31 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Defl. Left Cant Def! Right Cant Defl ... Query Def!@ Reaction @ Left Reaction.@ Rt 3.32 k 3.32 k -0.069in O.OOOin 0.000 in 0.000 ft 3.32 3.32 Fa calc'd per 1.5-2, K*Ur > Cc I Section Properties W8X21 Depth Width Web Thick Flange Thickness Area 8.280 in 5.270in 0.250 in 0.400 in 6.16 in2 DL ___Q_ok_ 0.67 0.27 0.27 -0.006 0.000 0.000 0.000 0.27 0.27 Weight I-xx 1-yy S-xx S-yy <<-These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 2.30 8.31 k-ft 0.92 0.92 -0.019 0.000 0.000 0.000 0.92 0.92 3.32 3.32 -0.069 0.000 0.000 0.000 3.32 3.32 20.92 #/ft 75.30 in4 9.77 in4 18.188 in3 3.708 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 3.496 in 1.259 in 1.410 in • Cdn'nell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Job# 03-210 Date: Sheet i of Rev: 510302 User. KW-0604164, Ver5.1.3, 22-Jun-1999, Win32 (c) _1983-99 ENERCALC Steel Beam Design c:\enercalc\03-210 omwd a s center.ecw:Calcul Description Beam B-1 (XX Axis) I Sketch & Diagram ~~~ B ~-00 ~.oo 5.oo ~.ocr-r-oo s.oo ~o.oo 1W ' I ' I I I Ill ' I : I ' 11 (TlTT;,17711I i ' :, I I i I : l I Jj I 0, 1-,ff tr I If 11 fl i-tf It ti i ii IT IT t !1 II fl T IT h tr 0,774klft J~--'=-----'-10ft __ J Mmax = B.3k-ft Dmax = -0.069in Rmax = 3,325k Vmax @ left = 3.325k I I r··--- Ben r Cdnnell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Rev: 510302 User. KW-060~184, Ver5.1.3, 22-Jun-1999, Win32 . (c) 1983-99 ENERCALC Description Beam B-1 (YY Axis) General Information Steel Section : W8X21 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location Summary #1 0.294 10.000 10.00 ft 0.00 ft 0.00 ft 10.00 ft #2 Title : OMWD Ops Center Job# 03-210 Dsgnr: DMC Date: Description : Scope: Sheet 1 of 1 \ Steel Beam Design c:lenercalc\03-210 omwd o s center.ecw:Calcul Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned LL & ST Don't Act Together Minor Axis Bending ! #3 #4 #5 Fy Load Duration Factor Elastic Modulus #6 50.00ksi 1.00 29,000.0ksi #7 k/ft k/ft k/ft ft ft Beam OK Short Term Load Case Governs Stress Using: W8X21 section, Span= 10.00ft, Fy = 50.0ksi End Fixity= Pinned-Pinned, Lu= 10.00ft, LDF = 1.000 Actual . Allowable 11,587 k-ft 37.500 ksi Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stresi fv /Fv 3.675 k-ft 11.894 ksi 0.317 : 1 1.470 k 0.349 ksi 0.017: 1 84.320 k 20.000 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.233 in 0.0: 1 514.0 : 1 I / Force & Stress Summary I Maximum Max. M + 3.67 k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left Shear @ Right Center Deft. Left Cant Deft Right Cant Deft ... Query Deft@ Reaction @ Left Reaction@Rt 1.47 k 1.47 k -o.233in o.oooin 0.000 in 0.000 ft 1.47 1.47 Fa calc'd per 1.5-2, K*Ur > Cc ! Section Properties W8X21 Depth Width Web Thick Flange Thickness Area 8.280in 5.270in 0.250 in 0.400 in 6.16 in2 0,000 0.000 0.000 0,000 Weight I-xx 1-yy S-xx S-yy <.<--These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 3.67 k-ft 1.47 1.47 -0.233 0.000 0.000 0.000 1.47 1.47 20.92 #/ft 75.30 in4 9.77 in4 18.188 in3 3.708 in3 0.000 0.000 0.000 0.000 r-xx r-yy Rt k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 3.496 in 1.259 in 1.410 in • can'nell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Title. : OMWD Ops Center Job# 03-210 Dsgnr: DMC Date: Description : Scope : Sheet [ 0 of -~) Rev: 510302 User. KW-0604164, Ver5,1.3, 22-Jun-1999, Win32 (C) 19.83-99 ENERCALC Steel Beam Design c:\enercalc\03-210 omwd o s center.ecw:Calcul Description Beam B-1 (YY Axis) J Sketqh & Diagram -~~~~~, I fl,00 :4,00 p.00 6,00 !7,00 7l.OO 9.00 :10.00 ~f---_1ott _ ___,J Mmax = 3. 7k-ft Dmax = -0.2331n Rmax = 1.470k Vmax@ left= 1.470k -----+----:----!---+---+---+----' Be Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Rev: 510302 User: KW-0604164, Ver5.i.3, 22-Jun-1999, Win32 (c) 1983-99 ENERCALC Description 8-2 Design General Information Steel Section : W8X21 Center Span Left Cant. Right Cant Lu : Unbraced Length I Point Loads Dead Load Live Load Short Term Location Summary #1 3.340 -2.000 5.00 ft 2.00 ft 2.00 ft 5.00 ft #2 3.340 1.000 Title : OMWD Ops Center Dsgnr: DMC Date: Job# 03-210 Description : Scope: Sheet II of Steel Beam Design. c:lenercalc\03-210 omwd o s center.ecw:Calc Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 0.831 7.000 #4 Fy Load Duration Factor Elastic Modulus ¥ iWIW1W #5 #6 50.00ksi 1.00 29,000.0 ksi #7 Mdiiilfii lilt k k k ft Beam OK Static Load Case Governs Stress Using: W8X21 section, Span = 5.00ft, Fy = 50.0ksi, Left Cant. = 2.00ft, Right Cant. = 2.00ft End Fixity= Pinned-Pinned, Lu = 5.00ft, LDF = 1.000 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stresi fv I Fv I Force & Stress Summary Max. M + · Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def! ... Query Defl@ Reaction @ Left Reaction@Rt Maximum 6.72 k-ft 3.73 k 0.87 k o.006in 0.020in 0.011 in 0.000 ft 7.11 0.59 Fa calc'd per 1.5-1, K*Ur < Cc Actual 6.722 k-ft 4.435 ksi 0.148: 1 3.728 k 1.801 ksi 0.090: 1 DL ..Qn!y_ -6.72 -6.72 -1.70 3.73 0.87 0.006 -0.020 -0.011 0.000 7.11 0.59 Allowable 45.471 k-ft 30.000 ksi 41.400 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) 0.020 in 2,343.1 : 1 2,343.1 : 1 «--These columns are Dead + Live Load placed as noted --» LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.006 0.000 -0.020 0.000 -0.011 0.000 0.000 7.11 0.59 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.006 in -0.020 in -0.011 in 0.000 in 7.11 k 0.59 k I I l Section Properties W8X21 Depth 8.280in 5.270in 0.250in 0.400 in Sf& .1 Width Web Thick Flange Thickness Area 6.16in2 Weight I-xx 1-yy S-xx S-yy 20.92 #/ft 75.30 in4 9.77 in4 18.188 in3 3.708 in3 r-xx r-yy Rt 3.496 in 1.259 in 1.410 in Co'nnell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX · Rev: 510302 User. KW-0604164, Ver5.1.3, 22-Jun-1999, Win32 {C) 1963-99 ENERCALC Description B-2 Design !.34k !.34k Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Job# 03-210 Date: Sheet Ii--of Steel Beam Design c:\enercalc\03-210 omwd o s center.ecw:Calcul t.631k 7.eo ri.so f,40 /J.3o i7-20 !l, 10 MO I ~-2---,' l1---~,;;:,,:..._Sft -l,____,2ft ~ Mmax = 6. 7k•ft omax = 0.0061n Mmax @ left = 6. 72k-ft Rmax = 7.110k Vmax@ left= 3.728k Oefi @ left end = -0.02051n Mmax @ right= 1.70k-ft Rmax = o,590k Vmax@ rt= 0,872k Defi@ right end= -0.0110in Co'n'nell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Rev: 510302 User:-KW-0604164, Ver 5.1.3, 22-Jun-1999, W,n32 (c) 1983-99 ENERCAtC Description Beam B-4 Design General Information Steel Section : W8X10 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location Summary #1 0.033 0.156 10.00 ft 0.00 ft 0.00 ft 10.00 ft #2 Title : OMWD Ops Center Job # 03-210 Dsgnr: DMC Date: Description : Scope : Sheet f "; of L, \ Steel Beam Design c:\enercalc\03-210 omwd o s center.ecw:Calcul Calculations c1re designed to AISC 9th Edition ASD and 1997 UBC Requirements Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together #3 #4 #5 Fy Load Duration Factor Elastic Modulus #6 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Using: W8X10 section, Span= 10.00ft, Fy = 36.0ksi End Fixity= Pinned-Pinned, Lu= 10.00ft, LDF = 1.000 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stres! fv I Fv Actual 2.488 k-ft 3.824 ksi 0.331 : 1 0.995 k 0.742 ksi 0.052 : 1 Allowable 7.528 k-ft 11.571 ksi 19.315 k 14.400 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) -0.050 in 11,064.8: 1 2,393.2: 1 • I Force & Stress Summary • <<•~ These-columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximym ...Qn!y_ .@Center @Center @Cants @Cants Max. M+ 2.49 k-ft 0.54 2.49 k-ft Max. M-k-ft Max. M@ Left k-ft Max. M @ Right k-ft Shear@ Left 1.00 k 0.22 1.00 k Shear @ Right 1.00 k 0.22 1.00 k Center Deft. -0.050in -0.011 -0.050 -0.050 0.000 0.000 in Left Cant Deft 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ... Query Deft@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.00 0.22 1.00 1.00 k Reaction @ Rt 1.00 0.22 1.00 1.00 k Fa calc'd per 1.5-2, K*Ur > Cc I Section Properties W8X10 I Depth 7.890 in Weight 10.05 #/ft r-xx 3.226 in Width 3.940in I-xx 30.80 in4 r-yy 0.840 in Web Thick 0.170 in 1-yy 2.09 in4 Rt 0.990 in Flange Thickness 0.205 in S-xx 7.807 in3 Area 2.96in2 S-yy 1.061 in3 ., .J, Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807 / 949-753-8833 FAX Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Job# 03-210 Date: Sheet I~ of ) I Rev: 510302 User. KW-0604164, Ver 5.1.3, 22-Jun-1999, Wln32 (c) 1983-99 ENERCALC Steel Beam Design c:\enercalc\03-210 omwd o s center.ecw:Calcul Description Beam B-4 Design I Sketch & Diagram I 1P~ •,.i I, i Ii I !JI i I; 111 I j I; I 1; i I I I IT1777Trrrrrrm, 1 i ft 0. k/,, I l I l fT ft fl TIT f !1 f IT IT fT f hi! ft I f Jl f 0.189k/ ~--'----~10ft ~-~ Mmax = 2.5k·ft Dmax = -0.0501n Rmax = 0.995k Vmax @ left = 0.995k ;a.oo ~-OO 110.00 l ··--/ Ben ;0.02 lo.OJ ____ - f~o,.,.3_-t----"'·' 1°·04 0.04 I ------1 I Local "y' Deflection (In) • I ' ' '.,, COG CONNELL DESIGN GROUP Consulting Civil Engineers 16 Technology Dr., Ste. 209 Irvine, CA 92618 (949) 753-8807 FAX (949) 753-8833 Fo OND-1 T /O!N p~st,:;,/\1 Jos""""'·----1..6,4.M:::.,__w_,.p'----=e>::..Jgc.::~:...___;:C::..:e:..:..N_::_:_1,;;;=---rl-=------- sHEETNo. ___ _./_S ____ oF ·, I cALcuLATED sv _ _.µQ..wM._,_,.,~'-----DATE <? / o'!> • CHECKEDBY ________ DATE _____ _ SCALE ________________ _ p hi.i.-ow iir ~ ~c; i ~Int /AJ c., -::--g ooo I-:, .r {. -.J, I l-k1'C(l ,i t · /ge-,'l-~/;\.J{ -::. 3tJ0 p-,:-f / <-t. ' II/ . ~ 7'-?v J· ' .. J[ I /'if /..(>¥ /I">'""';!'/' ~ P~ r,~o /z z 42,50-#· I) ()Sf ~~{A 'P CA.t$;,o,..J, A-z vr(,)2-~ 7. {Lf .a,. -.:/ PA ~ ks+ ?( I 1. tft r ::,. 3. t'{ .a z ok = V :i 73'-(~l!f /2. ..... 's' (,, 71> k-.. @-ri' ' ' -----3 U~f.. 7-11'' + t 6 I l)l:t:p C-. It I S ~ b~ (-ry:p.) .. D PRODUCT 207 Connell Design Group 16, Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Pole Embedment in Soil Description Caisson Design I General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint I Summary I Moments @ Surface ... Point load Distributed load Without Surface Restraint ... Required Depth Press @ 1/3 Embed ... Actual Allowable 250.00 pcf 1,500.00 psf 1.333 24.000 in 3,673.00 ft-# 0.00 6.668 ft 749.81 psf 740.72 psf Applied Loads ... Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral M Job# 03-210 Date: Sheet { f.p of y:\computer change 8-21-03\enercalc\03-210 om e F FSi 3,673.00 lbs 1.000 ft 0.00 #/ft 0.000 ft 0.000 ft 3,673.00 ft-# 3,673.00 lbs ) Cdn'hell Design Group Title : OMWD Ops Center Job# 03-210 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 Dsgnr: DMC · Date: Description : Scope : Sheet ( ( of ,, I User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Circular Concrete Column y:\computer change 8-21-03\enercalc\03-210 om Description BTS Caisson Reinforcement General Information Calculations are designed to ACI 318-95 and.1997 UBC Requirements Diameter Number of Bars Bar Size Total. Rebar Area Rebar Percent Bar Cover I Loads 24.000 in 8 7 4.800 in2 1.061 % 3.000 in fc Fy Seismic Zone . 2,500.0psi 60,000.Q psi 4 LL & ST Loads Act Separate Spiral Ties. NOT Used Dead Load Live Load Short Term Axial Loads 4.250 k k k Applied Moments ... Total Height Unbraced Length Eff. Length Factor Column is BRACED 5.000 ft 5.000 ft 1.000 Eccentricity in @Top k-ft k-ft 3.673 k-ft @Bottom k-ft Lateral Point Loads #. 1 k #. 2 k Summary Column Diameter= 24.00in, with 8 #7 Bars ACI 9-1 Applied Pu : Max Factored Allowable Pn * Phi @ Design Ecc. M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po* .80 P: Balanced Ecc : Balanced Slenderness per AC/ 318-95 Section 10.12 & 10.13 Actual k Lu / r 10.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El/ 1000 Pc: pi"2 EI/ (k Lu)"2 alpha:. MaxPu / (.75 Pc) Delta Ecc:. Ecc. Loads + Moments Design Ecc = Ecc * Delta 5.95 k 693.91 k 0.65 k-ft 1.3200 in 1.00 1.3200 in 0.65 k-ft 991.30 k 412.04 k 8.9707 in Elastic Modulus ACI Eq. 9-1 24.2120 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 1.3200 0.0000 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI. 9-2 Group Factor k-ft k k ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST * : 1.100 Spiral Tie Requirements per 97 uac 1010.9.3 k-ft 3.673 k ACI 9-2 5.95 k 248.85k k 5.14 k-ft 10.3708 in 1.00 10.3708 in 5.14 k-ft 991.30 k 412.04 k 8.9707 in 2,850.0 ksi ACI Eq. 9-2 11.5720 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000. 1.0000 10.3708 0.0000 0.750 0.900 1.300 Location ft ft Column is OK Beta ACI 9-3 3.83 k 145.96 k 5.14 k-ft 16.1324 in 1.00 16.1324in 5.14 k-ft 991.30 k 412.04 k 8.9707 in ACI Eq. 9-3 ·9.2120 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 16.1324 in 0.0000 in UBC 1921.2.7 "1.4" Factor UBC. 1921.2.7 "0.9" Factor 0.850 1.400 0.900 Spiral Tie Bar Size # Gross Area of Column Core Area Within Spirals 3 452.39 in2 254.47 in2 Min. Spiral Reinforcement Ratio Max Spiral Tie. Spacing 0.015 20.114 in • ., ) Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Title : OMWD Ops Center Job# 03-210 Dsgnr: DMC Date: Description : Scope : Sheet I 16 of 17 \ Rev: 560100 User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Englneertng Software Circular Concrete Column y:\computer change 8-21-03\enercalc\03-210 om Description BTS Caisson Reinforcement I Sketch & Diagram I DL=4.3, LL=0.Os, ST=0.0k r 241n i Ll 60.2 • 73,5 (3~ 0.0 21.7 43.4 65.1 86.8 108.5 130.2 151.9 173.6 195.3 217.0 Moment : Mn'pnl (k·ft) I' 7'-0"± 15/32" CDX PLYWOOD SHTG. W/ 8d @ 6" 0/C EDGE, 12" 0/C FIELD #4 @ 16" 0/C EACH WAY @ MID HT. 2x4 @ 16" 0/C ~N) WALL FOOTING ------------7 2x6-ROOF JOISTS @ 16" oTc L __ ---------__ J 2':...7 1/2'' (N) ACCESS DOOR (SEE ARCH.) A= HOLD DOWN LOCATION ·eB 2x FASCIA (PER ARCH.) ROOF OVERHANG • 1 Connell Design Group 16 Technology Dr., Suite 209 Irvine, CA 92618 949-753-8807 Phone 949-753-8833 Roof Dead Load (RDL) Plywood Shtg. 2.00 psf Roofing Material 5.00 Roof Framing 3.00 Misc 4.00 ----Total RDL = 14.00 Roof Live Loads (RLL) Roof LL = 20.0 Wall Dead Load (WDL) Framing · 1.60 5/8" Gyp Board 3.00 1/2: Plywood Shtg. 1.5 3/4" Stucco Finish 12 Misc 1.90 Total Wall DL = 20.00 psf psf psf psf psf psf psf psf psf psf SD-914-03 OMWD OPS Cale By: DMC 1 0l1Wl2003 Sheet_t,u_of _2_1 t, I 'J l Connell Design Group 16 Technology Dr., Suite 209 Irvine, CA 92618 949-753-8807 Phone 949-75Hl833 P=CeCqqslw (Eq. 20-1) I= 1 q5 = 12.6 (Table 16-F,70 mph) 1.4 0.7 A B (Table 16°H, Vertical) (Table 16-H, Upward) 8.00 8.00 P= P= 16.00 16.00 1.06 18.7 9.3 1.06 1.06 SD-914-03 OMWD OPS Cale By: DMC 1Qi,10/20031 Sheetb/ of "? -, - (Table 16-G, Exposure C) psf psf Total= (vertical) (upward) .. , l Ii 'J + Connell Design Group 16 Technology Dr., Suite 209 Irvine, CA 92618 949-753-8807 Phone 949-753-8833 Design Base Shear (01 CBC Section 1630.2.1) V = (Cvl/RT)W = 1.53 w (30-4) V = (2.5C81/R)W = 0.30 w (30-5) V = (.11C81)W = 0.07 w (30-6) V = (.8*Z*NvllR)W = 0.12 w (30-7) Na= 1.5 (Seismic source Type A, 2km) Ca= 0.66 (Soil profile type Sd, Z = 0.4) Nv= 2 (Seismic source Type A, 2km) Cv= 1.28 (Soil profile type Sd, Z = 0.4) R= 5.5 I= 1 (Importance factor = 1) T = C1(hn)314 = 0.15 (97 lJBC equation 30-8) Seismic Weight Roof DL: 392 lbs WallDL: 2880 lbs Total: 3.27 Kips V/1.4= 0.70 Kips Seismic Governs Design Controls V= 0.30 V /1.4 = 0.21 w w SD-914-03 OMWD OPS CalcBy: DMC 10/10/2003 Sheet~of~ Connell Design Group 16 Technology Dr., Suite 209 Irvine, CA 92618 949~753-8807 Phone 949-753-8833 Walll.D. Wall Length (ft.) 1 4 2 4 A 7 B 3 Wall Design: Wall Height Total Wall (ft.) Force (kips) 8 0.35 8 0.35 8 0.35 6 0.35 Wall Force Mot (kips/ft) (ft-kips) 0.088 2.80 0.088 2.80 0.050 2.80 0.117 2.10 SD-914-03 OMWD OPS Cale By: DMC 10/10/2003 Sheet -Z.,.} of__:tl Mres Mnet T=C (ft-kips) (ft-kips) (lbs) 0 2.80 701.1 0 2.80 701.1 0 2.80 400.7 0 2.10 701.1 Use 15/32" CDX plywood shtg with 8d nails at 6" o.c. edge, 12" o.c. field. Block all unsupported edges. 01 = 260 lbs/ft) Use Simpson HD5A w/ (2) 2x4 chord (min rqmt.) T = 3705 lb2 Anchor Bolts: use 5/8" dia. Anchor Bolts@ 4' o.c. (v = 27505/4 = 687.5 lbs/ft) I ' ,. J t I) +J ,f, COG CONNELL DESIGN GROUP Consulting Civil Engineers 16 Technology Dr., Ste. 209 Irvine, CA 92618 (949) 753-8807 FAX (949) 753-8833 JOB~-__ O~!Vl~Wc......::::::D __________ _ i..i' 11 SHEETNO. ____ ~---OF ___ ......,..._-r--- c I ~ ,//'J/4 'S CALCULATED BY_--i-,1)-M~--::'.~---DATE __ ,__ _ _,/_!. __ _ CHECKEDBY _________ DATE _____ _ SCALE _______________ _ p :z_ (7 1~ 6 '')(1/1) ( 11.r -1 2-0) ~ I Ii ,1, t lb p9f-fr/) ~ n g#/;. p 1 11/CI> /2--otJF' J& /$ -,-_~ WC>L tWL-L} l1i{N/1?) z ( i #IJ WDt. =-- UJl-~ .... -µ; (tt/r z) 7 273/, b' .I' D PRODUCT 207 ' •· Co'hnell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Job# 03-210 Date: Sheet of 1-J! Rev: 560100 User:·KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software General Footing Analysis & Design y:\computer change 8-21-03\enercalc\03-210 om Description Shed Footing General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing Short Term Increase Seismic. Zone Live & Short Term Combined re Fy Concrete Weight Overburden Weight I Loads Appiied Vertical Load ... Dead Load Live Load Short Term Load Appiied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term. 1,500.0 psf 1.330 4 2,500.0 psi 60,000.0 psi 145.00 pcf 120.00 psf 0.250 k k k Creates Rotation about Y-Y Axis (pressures. @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k Dimensions ... Width along X-X Axis 1.000 ft Length along Y-Y Axis 1.000 ft Footing Thickness 12.00 in Col Dim. Along.X-X Axis 12.00 in Col Dim. Along Y-Y Axis 3.50 in Base. Pedestal Height 1.500 in Min Steel% 0.0014 Rebar. Center To. Edge Distance ... ecc along X-X Axis ... ecc along Y -Y Axis 0.000 in 4.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 3.50 in Summary Footing Design OK 1.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 12.00 x 3.50in x 1.5in high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,020.3 1,020.3 psf Max Mu 0.008 k-ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.143 in2 per ft "X'. Ecc, of Resultant 0.000 in 0.000 in Shear Stresses .... Vu Vn * Phi "Y' Ecc, of Resultant 1.922 in 1.922 in 1-Way 0.000 85.000 psi X-X Min .. Stability, Ratio No Overturning 1.500 :1 2-Way 0.231 158.333 psi Y-Y Min. Stability Ratio No Overturning • I Footing Design I ACI 9-3 Shear Forces ACI 9-1 ACI 9-2 Vn *.Phi Two-Way Shear 0.23psi 0.23psi 0.15 psi 158.33 psi One-Way Shears ... Vu@Left O.OOpsi O.OOpsi 0.00 psi 85.00 psi Vu@Right O.OOpsi O.OOpsi 0.00 psi 85.00 psi Vu@Top O.OOpsi O.OOpsi 0.00 psi 85.00 psi Vu@Bottom O.OOpsi O.OOpsi 0.00 psi 85.00 psi Moments ACI. 9-1 ACI 9-2 ACI 9-3 Ru /.Phi As.Reg'd Mu@Left O.OOk-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.01 in2 per ft Mu@Right 0.00 k-ft 0.00 k-ft 0.00 k-ft O.Opsi 0.01 in2 per ft Mu@Top 0.00 k-ft 0.00 k-ft 0.00 k-ft O.Opsi 0.01 in2 per ft Mu@Bottom -0.01 k-ft -0.01k-ft -0.01 k-ft 0.1 psi 0.14 in2 per ft I ' iJ Cohhell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description Shed Footing I Soil Pressure Summary Service Load Soil Pressures DL+ LL DL +LL+ ST Factored Load Soil Pressures ACIEq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Title : OMWD Ops Center Job # 03-21 0 Dsgnr: DMC Date: Description : Scope : Sheet i ~ of 1, I General Footing Analysis & Design y:\camputer change 8-21-03\enercalc\03-210 om ) Left Right Top Bottom 520.29 520.29 1,020.29 20.29 psf 520.29 520.29 1,020.29 20.29 psf 728.40 728.40 1,428.40 28.40 psf 721.00 721.00 1,413.89 28.11 psf 463.50 463.50 908.93 18.07 psf ACI Facio rs (per ACI, applied internally to. entered loads) ACI. 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST .... seismic = ST. * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load. Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ' l J'' Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Description Shed Roof Framing I Timber Member Information Roof Timber Section 2x6 Beam Width in 1.500 Beam Depth in 5.500 Le: Unbraced Length ft 0.00 Timber Grade )ouglas Fir -Larch, Fb. -Basic Allow psi 875.0 Fv -Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration. Factor 1.000 Member Type Sawn Repetitive Status Repetitive I Center Span. Data Span ft 6.00 Dead Load #/ft .19.00 Live. Load #/ft 27.00 I Cantilever Span Span ft 1.00 Uniform Dead Load #/ft 19.00 Uniform Live Load #/ft 21.00· I Results Ratio= 0.2454 Mmax @ Center in-k 2.43 @X= ft 2.98 Mmax @. Cantilever in-k -0.28 fb: Actual psi 321.0 Fb : Allowable psi 1,308.1 Bending OK fv: Actual psi 22.0 Fv : Allowable psi 95.0 Shear OK I Reactions @Left End DL lbs 55.42 LL lbs 81.00 Max. DL+LL lbs 136.42 @. Right End DL lbs 77.58 LL lbs 110.25 Max. DL+LL lbs 187.83 I Deflections Ratio OK Center DL Defl in -0.016 L/Deft Ratio 4,632.7 Center LL Deft in -0.024 L/Deft Ratio 3,043.1 Center. Total Deft in -0.039 Location ft 3.000 L/Deft Ratio 1,836.7 Cantilever DL Deft in 0.008 Cantilever LL Deft in 0.011 Total Cant.. Deft in 0.019 L/Deft Ratio 1,279.5 Title : OMWD Ops Center Dsgnr: DMC Description : Scope: Job# 03-210 Date: Sheet Zl of i7( Timber Beam & Joist y:\computer change 8-21-03\enercalc\03-210 om Calculations are. designed to 1997 NOS and 1997 UBC Requirements I I • I I I 1 I ) 1 . - J + COG CONNELL DESIGN GROUP Consulting Civil Engineers JOB_--"".tJ_,_M__,___W~Dc...._ __________ _ io ~1 SHEETNQ, ________ OF __ ___;_ __ _ CALCULATED BY D /'Vl L--DATE / Cl · I 5 ~v ~ ' I 16 Technology Dr., Ste. 209 Irvine, CA 92618 (949) 753-8807 FAX (949) 753-8833 CHECKEDBY ________ DATE _____ _ SCALE _______________ _ ..... {cf 7, 5 t) (z s ') + (! {. 7 411,) (i~) z (~) ?-'--I '7 7 • 5 I -/t t , ~ $" 6 ( -'# b O'f~. 7~ ,-#. ~. ,roK.. /)GS'_(t:iN U~G ·e ·::: -~(t'.) 9'J-7''S° 2 /5. b p-r, > 70 D './ D PRODUCT 207 .. //,.., ,4 I ,, Connell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 User: KW-0604164, Ver 5,6,1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Title : OMWD Ops Center Job# 03-210 Dsgnr: DMC Date: Description : Scope : Sheet 71 of 'I Pole Embedment in Soil y:\computer change 8-21-03\enercalc\03-210 om Description Light Pole Caisson Embedment I General Information . Allow. Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint I Summary I Moments @ Surface ... Point load Distributed load Without Surface Restraint. .. Required Depth Press @ 1/3 Embed ... Actual Allowable 250.00 pct 1,500.00 psf 1.330 24.000 in 6,084.00 ft-# 0.00 4.428 ft 498.75 psf 490.78 psf Applied Loads ... Point Load pistance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 390.00 lbs 15.600 ft 0.00 #!ft 3.000 ft 0.000 ft 6,084.00 ft-# 390.00 lbs • (i I ,.! ,J, Cohhell Design Group Title : OMWD Ops Center Job # 03-210 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Rev: 560100 Dsgnr: DMC Date: Description : Scope : Sheet 7;? 0 of 7 I User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983-2002 ENERCALC Engineering Software Circular Concrete Column y:\computer change 8-21-03\enercalc\03-210 om Description Light Ploe Caisson Reinforcement General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Diameter Number of Bars Bar Size totatRebar Area Rebar Percent Bar Cover I Loads 24.000 in 9 7 5.400 in2 1.194% 3.000 in Dead Load fc Fy Seismic Zone 2,500.0psi 60,000.0 psi 4 LL & ST Loads Act Separate Spiral Ties NOT Used Live Load Short Term Axial Loads 0.500 k k k Applied Moments ... Total Height . Unbraced Length Eff. Length Factor Column is BRACED 5.000 ft 5.000 ft 1.000 Eccentricity in @Top k-ft k-ft 6.100 k-ft @Bottom k-ft Lateral Point Loads #1 k #2 k Summary Column Diameter= 24.00in, with 9 #7 Bars ACI 9-1 Applied Pu : Max Factored Allowable Pn * Phi @ Design Ecc. M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po* .80 P: Balanced Ecc :. Balanced Slenderness per AC/ 318-95 Section 10.12 & 10.13 Actual k Lu I r 10.000 0.70 k 713.36 k 0.08 k-ft 1.3200 in 1.00 1.3200 in 0.08 k-ft 1,019.08 k 388.34 k 9.9991 In Elastic Modulus ACI Eq. 9-1 Neutral Axis. Distance 24.3120 in m Q7ooo Max Limit kl/r 34.0000 Beta = M:sustained/M:max 1.0000 Cm 1.0000 El/ 1000 0.00 Pc: pi"2 E I / (k Lu)"2 0.00 alpha: MaxPu I (.75 Pc) 0.0000 Delta 1.0000 Ecc: Ecc Loads.+ Moments 1.3200 Design Ecc = Ecc * Delta 0.0000 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1 .400 ACI 9-2 Group Factor k-ft k k ACl9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI. 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Spiral Tie Requirements per 97 uac 1910.9.3 k-ft 0.390 k ACI 9-2 0.70 k 16.90 k k 8.54 k-ft 146.4000 in 1.00 146.4000in 8.54 k-ft 1,019.08 k 388.34k 9.9991 in 2,850.0 ksi ACI Eq. 9-2 6.6620 in 0.8761 34.0000 1.0000 . 1.0000 0.00 0.00 0.0000 1.0000 146.4000 0.0000 0.750 0.900 1.300 Location ft ft Column is OK ACI 9-3 0.45 k 10.90 k 8.54 k-ft 227.7333 in 1.00 227.7333 in 8.54 k-ft Beta 1,019.08 k 388.34 k 9.9991 in ACI Eq. 9-3 6.5720 in 0.8847 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 227.7333 in 0.0000 in UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 0.850 1.400 0.900 Spiral Tie Bar Size # Gross Area of Column Core Are.a Within Spirals 3 452.39 in2 254.47 in2 Min .. Spiral Reinforcement Ratio Max Spiral Tie Spacing 0.015 20.114 in I '(l J I ,P eonnell Design Group 16 Technology Drive, Suite 209 Irvine, CA 92618 949-753-8807, 949-753-8833 Fax Title : OMWD Ops Center Osgnr: DMC Description : Scope: Job# 03-210 Date: Sheet ~ \ of 1. \ Rev: 560100 User: KW-0604164, Ver 5.6.1, 25-0ct-2002 (c)1983,-2002 ENERCALC Engineering Software Circular Concrete Column y:\computer change 8-21-03\enercalc\03-210 om Description Light Ploe Caisson Reinforcement I Sketch & Diagram I DL=0.5, LL=0.0s, ST•0.0k i 241n f (3r" Axial : Pn'phi (kl ,---,--..-----~1.---,.----r--:---, l Pu,Mu Eq 9-1): 13.4k, 0.1tfl ( ~u,Mu (Eq 9-2) : 8.9k, a.skirt : l,e..,,,+---'C.:::,,"'-c_j_---+--+--~ 1 --Ptl,Mtt\Eq 9-Sr, fr.9k;-6'5~ft--! .014.3 01.8 88.9 6.2 ;..,--;.--..;._--~----4--+---+--+-----P,--1-----, :· I 83.5 I I ~~---11----l-1------. ----------+---+--1-----i-'\: I ~--~ ----+-------1---1-----1--+ 50.8 38.1 _ _,_ __ Ir------~ --+----+--t--+--J--..;.....---¼ I 5.4 ------1----L--------+--+---+---11----+--} I 12.7 0. 28.7 57.4 I 88.2 I I 114.9 143.6 172.3 201.1 Moment : Mn'pnl (k-ft) 229.8 258.5 287 .2 I . . " I I I I I I I I I I I I I I I I I I l •1 Information • ®To Build On Engineering • Consulting • Testing I I I I I .1 I I I I I I I I I I I ·1 ' ' ,, f I GEOTECHNICAL ENGINEERING REPORT PROPOSED CINGULAR SD-914-03 OMWD OPS CENTER 1966 OLIVENHAIN ROAD CARLSBAD, CALIFORNIA 92024 I I :I I I I I I I I I -1 I I I I I I I ' , l ;/ Information If!. • .To Build On Engineering • Consulting • Testing August 28, 2003 DCI Pacific-San Diego 5125 Convoy Street, Suite 312 San Diego, California Attention: Mr. James Lazo Subject: Geotechnical Exploration Report, -Proposed Cingular SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, California 92024. PSI Project No. 059- 35045 Dear Mr. Lazo: Professional Service Industries, Inc. (PSI) is pleased to submit our Geotechnical Engineering Report for the referenced project. This report presents the results of our field investigation, laboratory testing, and our engineering analysis for preparing recommendations for site preparation and foundation design. We appreciate the opportunity to perform this geotechnital exploration and look forward to continued participation during the design and construction phases of this project. If you have any questions pertaining to this report, or if we may be of further Service, please contact our office. Respectfully Submitted, Professional Service Industries, Inc. ~~ ~ Brian A. Waite Staff Geologist ~~ ~~ ~. James W. Niehoff, Geotechnical Consultant BW/psi/s/Geo Professional Service Industries, Inc.• 6867 Nancy Ridge Drive, Suite E • San Diego, CA 92121. Phone 858/455-0544. Fax 958,455_1170 I I I I I I I I I I I I I I 1· I I I I . ,, > I GEOTECHNICAL ENGINEERING REPORT PROPOSED CINGULAR SD-914-03 OMWD OPS CENTER 1966 OLIVENHAIN ROAD CARLSBAD, CALIFORNIA 92024 Prepared For: DCI-PACIFIIC-SAN DIEGO 5125 CONVOY STREET, SUITE312 SAN DIEGO, CALIFORNIA 92111 By:, PROFESSIONAL SERVICE INDUSTRIES, INC. PSI Project No. 059-35052 August 28, 2003 I • J I I TABLE OF CONTENTS I INTRODUCTION Authorization ............................ -.............................................. 1 I Purpose and Scope ........................... .-• . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Site and Project Description ........................................................ 1 I GEOLOGY AND SEISMICITY Regional Geology ............................................... _ ..................... 2 1· Geologic Units ........................................................................ 2 Regional Seismicity ............................. '. ........................................ 2 Seismic Analysis .... , ................................................................. 3 I Earthquake Design Parameters .................................................... 3 EXPLORATION AND TESTING I· Scope·········································-·············"······························ 4 Field Tests and Measurements ..................................................... 4 Laboratory Test Program ..................................................... ·-· ..... 4 I SUBSURFACE CONDITIONS General .................................................................................. 5 :I Soil and Groundwater Conditions .......... , ...... , ................................ 5 CONCLUSIONS ...........................................•.................................. 5 I . FOUNDATION RECOMMENDATIONS Project Design and Discussion ..................................................... 6 I Monopine.Tower Foundation -Drilled Pier ................................... 6 Elevated Steel Platform-Shallow Footings ..................................... 7 I CONSTRUCTION CONSIDERATIONS Site Preparation and Grading ....................................................... 8 Compaction Criteria ................................................................... 8 I. Utility Trench Backfill .............................................................. 9 Groundwater Control ....... -........................................ ·-· .................. 9 Drainage Recommendations ........ .-. ............................................... 9 I Safety Requirements ................. , ..... .-.......................................... 9 COMMENTS I Discussion ............................................................................ 10 Lintltations ............................................................................. 10 I 1· I I I 1· I I I I I I I I I I I I I I I ' ,. ! "· TABLE OF CONTENTS (Continued) APPENDIX Site Plan Exploration Log Laboratory Test Results Seismic Analysis References I I I I .I I I I I :1 I I I I I I I I I < ,, INTRODUCTION Authorization This report presents the results of our geotechnical exploration fo( a proposed Cingular cellular communications facility designated as SD-914-03, located at 1966 Olivenhain Road in Carlsbad, California. Our services were authorized by Mr. D.K. Do by signing our proposal on July 25, 2003. This exploration was accomplished in general accordance with PSI Proposal No. 059- 300099, dated July 25, 2003. Purpose and Scope , The purpose of this exploration was to evaluate tbe subsµrface conditions at the site and to provide geotechnical recommendations, as well as to provide criteria for the design engineers to use in preparing foundation plans. The scope of the exploration and analysis included a review of readily available regional geologic and geotechnical literature pertinent to the site, seismic evaluation, site reconnaissance, subsurface exploration, field and laboratory testing, engineering analysis of the subsurface · materials, and preparation of this report which presents our findings, conclusions, and recommendations. The scope of services presented herein did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below or arou,:id this site. Any statements in this report or on the boring log regarding odors, colors or unusual or suspicious items or conditions are strictly for client information. Site and Project Description The project site is located at 1966 Olivenhain Road in Carlsbad, California. The proposed cell site is located within the employee/district vehicle parking area at the existing OMWD Ops Center. Existing improvements on the OMWD facility consist of wood-frame office structures, metal frame -metal sided maintenance structures, asphaltic concrete pavement, and associated utilities. Topographically, the area within, tp.e Sprint PCS project site is relatively level with a gentle slope to the east. _ According to the project plans provided to PSI, the proposecJ construction at the site will consist of a 45-foot high, monopine tower with simulated bark cladding, branches and pine needles within which communications antenna will be installed. In addition, an 18" high elevated steel platform_ will be installed to the northwest of the existing equipment shelter upon which 4 "Cfugular" BTS high capacity cabinets will be mounted. We understand that the 45-foot high monopine tower will be supported by a cast-in-place reinforced concrete caisson. The proposed structures are anticipated to be constructed close to existing grades. The design loads for the 45- foot high monopine tower have not been provided to PSI. I I I ,1 I I I I I I ·1 I 1. I I I I I I • I DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page2 Regional Geology GEOLOGY AND SEISMICITY The subject site is located within the Peninsular Ranges geomorphic province of California. According to pertinent regional geologic literature, the subject site is underlain by Tertiary-aged Marine Terrace Deposits (Thomas H. Rogers, 1~65). The site is structurally dominated by regional tectonic movement, and by local faulting associated with the Newport-Inglewood-Offshore Fault and the Ro~e Canyon Fault. Area geologic maps indicate that active faults exist in the regional vicinity, but do not cross the project site or exist immediately adjacent to the property. In addition, no evidence of active faulting was observed within or adjacent to the proposed development area at the time of our exploration. Further discussion of regional faulting is provided in the seismicity sections of this report. Geologic Units At our boring location within the area of the proposed 45-foot high monopine tower, the site was observed to be underlain by Tertiary-aged Marine Terrace Deposits, mantled by approximately 2 feet of fill. The fill Wa$ noted to consist of tan silty sand (SM). The underlying Marine Terrace Deposits, which extends at least to the maxµnum explored depth of 15 feet below existing grade was classified as tan silty sand (SM) with increasing clay content at clepths. Regional Seismicity Generally, seismicity within California can be · attributed to faulting which has resulted from regional tectonic movement. This includes the Newport-Inglewood-Offshore Fault, the Rose Canyon Fault, and other associated fault systems. The portion of California that includes the subject site is considered to be seismically ,highly active. Seismic hazards within the site can be attributed to potential ground shaking resulting from earthquake .events along nearby faults or more distant regional faulting. According to the regional geologic literature, the closest known Late-Quaternary fault is the Rose Canyon Fault, located approximately 6;0 miles west of the site. Several other active faults and numerous potentially-active and Pre-Quaternary faults. also occur within the regional vicinity. Currently, the seismological literature presents varying opinions regarding seismicity for nearby potentially active and Pre-Quaternary faults. As such, the following Seismic Analysis only considers the effects of active faulting. I ' L I I I ,I I I I I I I I I I I I I I I _, l DCl Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page3 Seismic Analysis The seismicify of the site was evaluated utilizing deterministic methods for late Quaternary faults within the regional vicinity. According to the Alquist-Priolo Haz~d Zones Act, Quaternary faults which have been classified as "active" faults generally show apparent surface rupture during the last 11,000 years (i.e., Holocene time). The site is not currently mapped within an Earthquake Fault Zone (Hart and Bryant, 1997). Deterministic seismicity at the site was evaluated With the Eqfault computer program (Blake, 2000), which utilizes an updated digitized map (1998) of known late Quaternary earthquake faults, a catalog of the estimated Maximum Credible and Maximum Probable earthquakes for each fault, and a user-specified attenuation relationship (Campbell, et. al., 1994/1997). Based on the analysis described, 30 Late Quaternary faults were located within a 100-mile radius of the site~ The site appears to be subject to a Maximum Magnitude Event of 6. 9 along the Rose Canyon Fault, loCrated approximately 6.0 miles west of the site, with a corresponding peak ground acceleration of 0.379g. · The Maximum Magnitude Event is defined as the maximum earthquake that is capable of occurring under the presently known tectonic framework. The Deterministic Site Parameters are presented in the Appendix. Earthquake Design Parameters A review of the active fault maps pertaining to the site indicates that the nearest fault is the Rose Canyon Fault, located approximately 6.0 miles west of the site. Ground shaking from this nearest fault and the other potentially active and Pre-Quaternary faults in the region is the most likely event that Will affect the site. According to the 1997 edition of the Uniform Building Code (UBC), the site is located within UBC Seismic Zone 4. In conjunction with the soil classifications provided in Table 16-J of the 1997 UBC, Stand~d Penetration Test values obtained from the borings indicate that the geologic subgrade at the subject site can be characterized as soil profile type SE. The proposed structure should be designed in accordance with seismic design requirements of the UBC 1997 edition, Volume II, Chapter 16, utilizing the following criteria: UBC Chapter 16 Seismic Parameter Value Table 16-1 Seismic Zone Factor, Z 0.4 Table 16-J Soil Profile Type SE Table 16-Q Seismic Coefficient, Ca 0.36 Table 16-R Seismic Coefficient, Cv 0.99 Table 16-S Near Source Factor, Na 1.0 I I I I I I I 1_ I I I I I I I I I . ' I ,, I 4 DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page4 Table 16-T Table 16-U ,. Near Source Factor, Nv 1.0 Seismic Source Type B In addition, design of structures should comply with the requirements of the governing · jurisdiction's building codes and standard practices of the Structural Engineers Association of California. EXPLORATION AND TESTING . The on-site exploration, consisting of surficial reconnaissance, drilling, and soil sampling, was conducted on August 4, 2003. The subsurface exploration was accomplished with a truck- mounted drill rig equipped with 8-inch diameter, hollow-stem augers. One boring was drilled within the vicinity of the proposed street light _replacement pole. A schematic Site Plan is included irt the Appendix along with detailed exploration log. Field Tests and Measurements Field testing and measurements generally consisted of visual classification of the encountered subsurface materials and the routine collection of disturbed and relatively undisturbed soil samples. Each undisturbed sample was placed in a moisture tight plastic bag for further laboratory ~alysis. Additionally, a bulk sample of the near-surface soil was also collected for laboratory testing. The relative densities/consistencies of the encountered earth materials, as indicated on our exploration log, ~e based on the Standard Penetration Tests conducted at their respective depths. Standard Penetration Tests -During the sampling procedure, Standard Penetration Tests (SPT) were performed at predetermined intervals. The split-barrel standard penetrometer (2-inch O.D. and 1.4-inch I.D., ASTM D1586) was advanced by a 140-pound hammer falling 30 inches. For each sample location, the number of blows needed to drive the sampler the last 12 inches of an 18-inch penetration depth was used to quantify the soil "N" value. Laboratory Test Program A laboratory-testing program was conducted to evaluate additional pertinent ~ngineering characteristics of the foundation materials necessary in analyzing the behavior of the proposed foundation system. The laboratory:.testing program included supplementary visual classification, in-place moisture content, and expansion index tests. The laboratory-testing program was 'J DCI Pacific -San Diego · PSI Project No. 059-35052 August 28, 2003 Page 5 · conducted in general accordance with applicable ASTM Specifications or other accepted test method(s). A summary of test procedures and results are contained in the Appendix of this report. SUBSURFACE CONDITIONS General The subsurface materials encountered in the exploratory boring have been visually classified as described on the log, which is presented in the Appendix. The stratifications shown on the boring log represents the· subsurface conditions at the actual boring location at the time of our exploration. Variations may occut and should. be ·expected away from b'ori_ng location. The stratifications represent the approximate boundary between subsurface materials. The actual transition may be gradual. Soil and Groundwater Conditions Within our boring location in the area of the proposed 45-foot high monopine tower, the site was observed to be underlain by Tertiary-aged Marine Terrace Deposits, ma.ntled by approximately 2 feet of fill. The fill was noted to consist of tan silty sand (SM). The underlying Marine Terrace Deposits, which extends at least to the maximum explored depth of 15 feet below existing grade, was classified as tan silty sand (SM) with increasing clay content at depths. Results of our laboratory testing indicate that the upper on-site soils possess a very low expansion potential (based on UBC 18-2). Groundwater was not encountered within the maximum explored depth of 15 feet below the existing ground surface. It is possible, however·, that transient oversaturated ground conditions at shallow depths could develop at a later time due to heavy or prolonged precipitation, landscape waterin$, or other unforeseen events such as pipe ieaks·. CONCLUSIONS As observed in our exploratory borings in the area of the proposed 45-foot high monopine tower, the site was observed to be underlain by Tertiary-aged Marine Terrace Deposits, mantled by approximately 2 feet of fill. The fill was noted to consist of tan silty sand (SM). The underlying Marine Terrace Deposits, which extends at least to the maximum explored depth of 15 feet below existing grade, were classified as tan silty sand (SM) with increasing clay content at depths. These materials are considered suitable for the support of the proposed 45-foot high monopine tower in their current condition. Based on our review of data collected during our I I I I ,1 I I I I I I I I I I I I ·I I . ' ' .. DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page6 exploration, we conclude that the subsurface conditions within the site of the proposed communications facility are satisfactory for the proposed 45-foot high monopine tower provided . the recommendations contained herein are properly implemented during design and construction. FOUNDATION RECOMMENDATIONS Project Design and Discussion We· understand that the proposed 45-foot high monopine tower is planned to be supported by a drilled pier foundation system. petailed foundation recommendations are provided in the following sec!ions of this report. The recommendations and design criteria presented herein are "minimums 1 \ in keeping with the current standard-of-practice. They do not preclude more restrictive criteria by the governing agency or structural consid·erations. The project structural engineer should evaluate the foundation configurations and reinforcement requirements for actual structural loadings. The final choice of foundation type shoµld be · based on the relative economics of each type and engineering/construction advantages and disadvantages, while keeping in mind the risks associated with any type of foundation. Monopine Tower Foundation .,.. Drilled -Pier Vertical Load Resistance -Axial Loading .,..Drilled piers which are founded at least 20 feet below existing finish grade should be proportioned such that the maximum end bearing soil contact pressure will not exceed· .3,000 psf. This allowable bearing capacity may be increased by one- third for loads of short duration, including wind and seismic forces. The pier will also derived support from side shear. For the purpose of design, an allowable side shear value of 300 psf may· be· assumed for the portion of the pier below a depth ·Of 5 feet. The actual diameter and other aspects of the pier design should ultimately be determined by the structural engineer based ·on the structural requirements. Lateral Load Resistance -Drilled and cast-in-place piers which are utilized to support the three legged self-supporting tower should be embedded sufficiently to resist overturning moments. Lateral loads may be resisted by any method which incorporates lateral earth pressure and/or horizontal subgrade reaction. The design may incorporate a passive earth pressure of 250 psf/ft, provided that the pier concrete is poured tightly against relatively competent native soils. The passive resistance value may be increased by one-third (1/3) when subject to transient loading conditions such as seismic impact or wind load. I I I I I I I I. I I I I I I I I I ·I I . ( , l DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page 7 Minimum Pier Embedment -Drilled pier· embedment should be determined on the basis of the recommendations contained herein and the structural engineer's analysis, in accordance with the pier type/dimension, calculated live/dead loads, and predicted overturning moment. Settlement. -A minimally dimensioned .drilled pier (minimum 24 inches diameter) which is founded into the alluvium is anticipated to sustain a total settlement of less than 1 inch under gravity loading. If required, the magnitude of potential settlement may be reduced by oversizing the pier diameter to lower the imposed bearing pressure. Drilled Excavations -Precautions should be taken to permit the pier to be drilled and reamed to the desired depth. Groundwater was not enco1,mtered within the maximum explored depth of 15 feet below existing grade at the time of our exploration. During pier excavations, it may be necessary to use temporary casing or other special methods to support" the walls of the shaft excavation. The bottom of the drilled pier excavations should be firm and free of all loose material prior to the placement of concrete. Additionally, the excavations should be verified that the pier extends to the proper depth and complies with the geotechnical recommendations stated herein and/or the approved plans The materials encountered below groundwater consisted of marine terrace deposits generally classified as silty sand with trace clay with low to medium plasticity, that are not considered subject to liquefaction. Therefore, the potential for liquefaction at the site is considered low. Elevated Steel Platform -Shallow Footings Conventional continuous and isolated spread footings .are suitable for structural support of the proposed elevated steel platform . loads, provided the near surface soils are compacted as described in the Site Preparation section of this report. Continuous footings which are at least 12 inches wide and supported at a depth of at least _12 inches below the lowest adjacent .finish grade may be designed for an allowable bearing pressure of 1,500 psf. The allowable soil bearing values may be increased by one-third for loads of short duration, including wind and seismic forces. Appropriate reinforcement should be provided oased upon structural loading. The foundation excavations should be observed by a representative of PSI prior to steel or concrete placement to-assess that -th~ foundation materials are capable of supporting the design loads and are .consistent with the materials discussed in this report. Soft or loose soil zones encountered at the bottom of foundation excavations should be removed as directed by the geotechnical engineer. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled with lean concrete or dense graded compacted crushed stone. ·1 ·1· I I I I I I I I I I I I I I I I I > I DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page 8 Based on the known subsurface conditions and site geology, laboratory testing, and past experience, we anticipate that properly designed. and constructed foundations supported on the recommended materials should experience m~~imum total and differential settlements of less than 1/2 inch and 1/4 inch; respectively. While settlement of -this magnitude is generally considered tolerable for structures ·of the type proposed, the design of masonry walls should include provisions for liberally spaced, vertical control-joints to minimize the effects of cosmetic "cracking". CONSTRUCTION CONSIDERATIONS Site Preparation and Grading Any areas which are, to be graded or to receiYe structural improvements should be cleared of pavements and obstructions. The whole development a:rea should then be thoroughly inspected for any buried objects which need to be removed or relocated prior to the inception of, or during grading and earthwork. All holes., trenches or pockets left by .the removal of these objects should be properly backfilled. The area within the proposed elevated steel platform is anticipated to be underlain by natural marine deposits. The exploratory boring was placed to the north of this location adjacent to an existing x:etaining wall within the wall backfill. It is anticipated that the shelter area, which is approximately three feet lower in elevation than the boring location, will be underlain by medium dense alluvial deposits that will be suitable for the support of the proposed equipment shelter. However, during construction, soft or yielding subgrade present in the area of the proposed equipment shelter should be removed up to firm layer and replaced with properly compacted fill. The replaced soil should be moisture conditioned to slightly above optimum moisture and compacted to· at least 90 percent relative compaction (based on ASTM Test Method D1557). All grading operations should be performed in accordance with the requirements of the Uniform Building Code (1997 edition) and any local governmental standards which have jurisdiction over this project. Compaction Criteria All soils subject to compaction on-site, unless otherwise specified, should be moisture- conditioned to slightly above optimum moisture content and mechanically compacted to a minimum relative compaction of 90 percent of the maximum dry density, based on ASTM test I I I I I I I I I, I I I I I I I I I ·1 ... ' . DCI Pacific -San Diego PSI Project No. 059-35052 August 28, 2003 Page9 method D 1557. All materials should be compacted by' suitable compaction equipment in uniform loose lifts of 8 inches maximum. Utility Trench Backfill Utility trenches should be properly backfilled and compacted. Utilities should be properly bedded and backfilled with approved granular soil to a depth of at least one ( 1) foot over the top of the pipe. This backfill should be uniformly moisture conditioned and firmly compacted for pipe support. The remainder of the backfill should consist of on-site soil, or imported soil, placed in lifts not exceeding 6 inches in thickness, moistened or aerated to slightly above optimum moisture content, and mechani~ally compacted to at least 90 percent of the maximum dry density (ASTM D1557). . . Groundwater Control Groundwater was not encountered within the maximum explored depth of 15 feet below existing site grade. It should be noted, however, that fluctuations in the groundwater levei-tnay occur due to variations in ground .surface topography, subsurface stratification, rainfall, irrigation and other factors which may not have been evident at the time of our exploration. Every effort should be made to keep the excavations dry. PSI should be contacted to evaluate excessive seepage conditions. Drainage Recommendations Drainage should be designed to direct surface waters away from foundations. Berms, positive surface gradients, and other drainage controls should be included in the construction considerations to minimize discharging or ponding of water near the foundation line. Drainage patterns approved at the completion or construction should be maintained throughout the life of the project. Safety Requirements Prior to the commencement of constru~tion, the owner and the contractor should make themselves aware of, rutd become familiar with, the applkable local, state, and federal safety regulations. Construction safety is generally the sole responsibility of the contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. I I I I I I I I I I I I' I I 1- I I I I . ,, DCI Pacific -San Diego PSI Project No. 059-35052 August 28; 2003 Page 10 Discussion COMMENTS After the plans and specifications for this project are complete, it is recommended that PSI be · provided the opportunity to review the final design and specifications in order to confirm that the earthwork and foundation recommendations are properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. It is recommended that the services of PSf be engaged to monitor and test during construction to confirm that suitable materials are used for controlled fills and that they are properly placed and compacted. In addition, subsurface materials exposed within foundation excavations should be observed prior to placement of concrete in order to confirm that the foundations extend to the proper depths and that the bearing materials are consistent with those encountered by the subsurface exploration. Limitations The exploration and analys,is of the foundation conditions reported herein are considered sufficient in detail and scope to form a reasonable basis for the foundation design. The recommendations submitted for the proposed development are_ based on the available soil information ;md the proposed structures. If there are any revisions to the plans for the proposed development, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be retained to determine if changes in the fouJ1dation recoininendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions .on the performance of the project. The Registered Engineer warrants that the findings, recommendations, specifications, or professional advice contained herein were prepared in accordance with generally accepted professional engineering practice -in the fields of foundation engineering, soil mechanics and engineering geology. No other warranties are implied or expressed. This report has been prepared for the exclusive use. of DCI Pacific Architects for the specific application to the proposed Cingular communications facility designated as SD-914-03, OMWD OPS Center, locatecl at 1966 Olivenhain Road, Carlsbad, California. I I I I I I I I -1 I I I I I I I I I I •• 'J REFERENCES L Blake, T.F., 1995, Documentation for Eqfault. Version 2.01 Update, Thomas F. Blake Computer Services and Software, Newbury Park, California, p. 79 and .appendices. 2. Blake, Thomas F., 1998; New Fault-Model Files For FRISKSP and EQFAULT, Thomas F. Slake Corrtf)uter Services and Software, Newbury Park, California. 3. -Campbell, K.W. and Bozorgnia,. Y., 1994, Near-Surface Attenuation of Peak Horizontal Acceleration From Worldwide Accelerograrrts Recorded From 1957 to 1993, ·Proceedings, Fifth U.S. Nat-ional Conference on Earthquake Engineering, Vol. III, Earthquake Engineering Research In~titute, pp. 283-29 -4. Foundations and Earth Structures, Naval Facilities Design Manual DM-7.2, 1982, Department of Navy, Naval Facilities Engineering Command, 224 p. 5. Hart, E.W. and Bryant, W.A., 1.997, Fault-rupture Hazard Zones in California, California Division of Mines and Geology, Special Publication 42, 34 p. 6. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, scale 1 :750,000, California Division of Mines and Geology. -i 7. Kennedy, M.P. and Tan, S.S., 1977, Geology of National.City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, California Division of Mines and Geology, Bulletin 200, Scale 1:24,000. 8. Soil Mechanics, Naval Facilities Design Manual DM-7.1, 1982, Department of Navy, Naval Facilities Engineering Command; 348 p. 9. Uniform Building Code, 1997 Edition, International Conference of Building Officials, Whittier, CA, 3 Volumes. Cingular SD-873-02, Chula Vista, CA Professional Service Industries, Inc. -I . ' 1- -I I I I- I I . , . ,' -. '-. ' I I I I I I I I I .I Cingular SD-873-02, Chula Vista, CA Professional Service Industries, Inc. I I } ,, ,, I I I I I I ._,,., I ~:. ·-\ I I I I I .I ·1 I I I -·-------- ~ _LEGEND: B-1 .J""\_(E)omtt:IIWIIIC'\r 0 ----- \_··--\,-. ~ T ~~· l'ROl'OSUllllCAllOHlat ~"" 'DHCI.Ujl' -.CSS 4$'~· "" ~~~ IIIWOES""'l'IE "" .... 'o, - ..r. -- -- '.--, ·--.... ..r\_~~'\r ' l'lllPO!(l)SECIORT ~ 1'211 AZMSTH . ,_) "~ \_(E) IC,_,_\ ,~ .:r PROPOS!D SECIOR 'C' NIIDll>,240'AllWUTH '-......./ (4--) ~ m PROPOS!D.lllCAllOH Feil 'CIIICI.UK BTS- IWflowa: BUlDttC, PNHIID 10 MAICH (E) BlOO.SO:S>tEIJAJFOl!AllCll10ffAI.INf~ ..r\_(E)~~"""\. Ml)t(; ~ ·-mu ~ OH 1WSC> S1ID. FUlTOAII IOI TO (E) "-.__ (E) PN><Hl ST,US. TrP. • ..r. -----\_(El IC•-N>(A\ _-, iii<,,ir,iiio sfuio<- l!!l![: ll<EIIE MU. BE HO JO Of!.MXXllOHI<. PARKttC STAI.LS TO El( AIX>ED Cfi ROl<MDOHlltE(E)PNt<IHClAlll'Jl --------------------------_.zc _ --(El 20 ------ / (E) DlffC. ruas. TrP. _____ 9 ___ ~--* --~-.. ~---• .. ,rJi.G, _'11,\C, ~ ~~ ---~ ---~-----"--------------~ T.-- -··-··-·---~·•:t;;U.1,'I" TJ(V/ • :V (E) f!lQff OfllAYI.K QI.I\ '1:SHAIS RO.ill ~p PSI PROJECT NO. 059-35052 FIGURE NO.1 ---l'IIOHICTAl!r llfOIIMlllOII - ftC ......,.. CIQllllbNa .... XT o, ~ IOO.lm1ni 8 ....... M'f..,lliUUlllt. lt///trUII[ oe OIICUIII.* onca .,. TMAt WMtCN MU.l'D ro CMOU1.Mt IIW;l,D:I II Sl'JICII.Y NONlllfflD... -_ 01/Yl/OJ #ICMIK't: DIO _.,. .11\/SSO _ .. .111,/DC_. ISSU( STATUS: Al-. ........ If; .. 1 .,,.,. ........... ... tl/'D/ta ........... . 11/IIIJU _,._ - .. ,,1111 --·· -. •fYIIU ... .... A' l,,,_ ·C/J co; _.., ::J ~ 0) C: () ~ ! I .. a .. i!! 11, r1 ;; i i' I~ l I·~~· i3f ••• ,i•-IA!i "H I i! ! -- OWWO ,OPS CCNT[~ --S0-914-03 ---IHIOI.NOINMIIOolO ..___ ... ,._ [HI.Al!G(O SITE Pl.NI _,_ A2 ENLARGED SITE PLAN -~~11 I • I ·1,1, I I I I I I I 1- I· ,,, ··:.:.. I I I I I I: I I Cingular SD-873-02, Chula Vista, CA Professional Service Industries, Inc. I I I I I I I I ·I I I I I I I I I .1 I I ; L Project Name: <;>MWD OPS Center ~D-914-03 Siic: 1966 Olivenhaln Roa~ DESCRIPTION SURFACE(2" Asphalt) Eill. Tan silty sand, dry, medium dense. Marjnc Is:ma~sits: __._ T.an silty sand, dry, loose. __ Brown°silty clay, tnl~, moi~ Tan Silty sand, !nice clay, wet. , .Boring Tcm1inated at IS feet. Groundwater Encountere? at l S feet. · Backfilled on 8/4/2003. Professional Service Industries, Inc. RECORD OF SUBSURFACE EXPLORATION Boring _____ B-_l _______ _ DEPTH 21/,' S' 7½' 10' IS' 20' 25' 30' 35' 40' 45' SO' SAMPLE CLASS SPT·l SPT-2 CM-I SPT-3 SS-4 SM SM SM SM SM Date of Boring: Project No.: N Dd 10 38 7 23 August 4, 2003 059-35052 Mc REMARKS SA 4.6 I ' ,. I I I I 1· 1· I I I ·I I I I I I I I I .I I I I I I- I I I I I I I I I I .1 I I '., I' LABORATORY TESTING Laboratory Testing Program Laboratory tests were performed on representative soil samples to determine their relative engineering properties. Tests were performed in general accordance with test methods of the American Society for Testing Materials or other accepted standards. The following presents a brief description of the various test methods used. Classification -Soils were classified visually according to the Unified Soil Classification System. Visual classifications were supplemented by laboratory. testing of selected samples in general accordance with ASTM D2487. The soil classifications are shown on the Exploration . Logs. Particle Size Analysis -Particle Size· Analysis was performed on selected representative sample in general accordance with ASTM D422. Expansion Index -Expansion testing was performed on representative sample of the upper on-site soils, remolded and surcharged to 144 pounds per square foot in general accordance with the Uniform Building Code Standard No. 18-2. I I .I I I I I I I I I I I I I I I I I ' cL ,,, SUMMARY OF LABORATORY TEST RESULTS RESULTS OF EXPANSION INDEX TEST (UBC 18-2) B-1 @2 ½' 2 (Very Low) Cingular.SD-873-02, Chula Vista, CA · Professional Service Industries, Inc. I ). i ', I I I I I I I I I ,.:-·,•, I ·1 I :I I I I I I I I I I I I 1· I I I I I I I 1: I I I I ' ~ ', DATE: Thursday, August 7, 2003 *************~*********************** * ·* * * * * E Q .F A'U LT Ver. 2.20 * * * * * * ~************************************ (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: Cingular Wirele/3S JOB NUMBER: 059-35052 JOB NAME: OMWD OPS Center SITE COORDINATES: LATITUDE: 33 .·068 N LONGITUDE: 117.246 W SEARCH RADIUS: 100 mi AT.TENUATION RELATION: l) Campbell & Bozorgnia (1994) Horiz. -Alluvium UNCERTAINTY (M=Mean, S=Mean+l-Sigma): M SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-D~TA FILE USED: CALIFLT.DAT SOURCE OF DEPTH VALUES (A=Attenu~tion File, F=Fault Data File): A ·1 I I· I -I I I I .I I I I I I I I I I I L •(; l',J ---------·-------------------DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 -----------------------------------------------------------------------------I I IMAX, CREDIBLE EVENTI IMAX, PROBABLE EVENTI I I APPROX. I ---' ----------------I I -------------------I I ABBREVIATED I PI STANCE I MAX. I PEAK I SITE 11 MAX. I PEAK I SITE I I FAULT NAME I mi (km) -I C~ED. r SITE J INTENS 11 PROB. I SITE I INTENS I I I I MAG. I ACC. g I MM I I MAG. I ACC. g I MM I 1-------------------------1--------1-----1------1------11-----1------1------r !BLUE CUT I 81 (131) I 7,,001 0.0261 V 11 6.001 0.0101 III I ·I --------------------------I ----. ----I --·---I ------I ------I I -----I -------I ------I I BORREGO MTN. (San Jacinto) I 62 (100) I 6. 50 I O .• 023 I IV 11 6. 20 I O. 018 I IV ,I 1------------------------1---------1 ----1------1------1 I----1------1-----1 lcAMP ROCK-EMER.-COPPER MTNI 97 (156) I 7.001 0.0201 IV I I s.8ol 0.0071 tr I ~------------------------1--------l-----~------1------11-----1------1------I -ICASA LOMA-CLARK (S.Jacin.) I 49 ( 78) I 7 .. 0ol o.osol VI 11 7.ool o.osol VI I .I ---------------------------I -----·----I ------I ------I ------I I -----I ------I ------I !CATALINA ESCARPMENT I 41 ( 66) I 7,001 0.0621 VI I I 6.101 0.0281 V I 1---------------------------I ---------I -----I ------I ------I I -----I ------I ------I !CHINO I 53 ( 86.) I 7.00I 0.0431 VI 11 5.401 0.0121 IIJ; I 1------------------------.1---------1-----1------1------11-----1------1------~ ,I CLAMSHELL-SAWPIT I 87 (141) I 6. 60 I O. 015 I IV 11 4. 90 I O. 004 I I I 1-------------------------1--------1-----1------1------11-----1------1------1 lcoRONADO BANK-AGUA BLANCA I 21 ( 34) I 1.so! 0.2011 VIII I I 6.7ol 0.1091 VII I 1--------------------------1---------1-----1------~------11-----1------.1------1 !COYOTE CREEK (San Jacinto) I so ( 80) I 7.00I 0.0491 VI I I 6.101 0.0221 IV I f-------------------------1-------1-----1------1------11-----1------1------1 I CUCAMONGA I 77 (125.) I 6. 90 I O. 023 I IV 11 6. 10 I O. 012 I III I 1-------------------------1---------1-----1------1------1 l-----~------1------1 I ELSINORE I 25 ( 41) I 7. so I O .167 I VIII 11 6. 60 I O. 081 I VII I I --------------------------I ----------I, -----I ------I ------I I -----I ------I ------I 1 ELYSIAN PARK sEisMic zoNE 1 8·4 (13s-> r 7.101 o.0241 v 11 s.801 o.0091 III 1 I --------------------------·I ----------I -----I --.----I ------I I -----I ------I ------I IGLN.HELEN-LYTLE CR-CLREMNTI 53 ( 86) I 7.00I 0.0441 VI I I 6.701 0.0341 V I 1--------------------------1----:----1-----1------1------11----1------1------1 j HELENDALE I 8 7 ( 14 0) I 7 . 3 0 I O . 0 31 j V I I 5 . 5 0 I O . 0 0 6 I II I -1--------------------------1----------1-----1------1------11-----1------1------1 !HOMESTEAD VALLEY I 97 (156) I "7.soj 0.0321 v 11 4.8ol 0.0031 I I 1-------------------------1--.-----1-----1------r------11-----~------1------1 jHOT S-BUCK ROG. (S .Jacinto.) I 51 ( 82)-1 7. oo I o. 047 I VI 11 6 .10 I o. 021 I IV I 1-------------------------1---------1-----1------1------11-----1------1------1 !IMPERIAL -BRAWLEY I 98 (158) I 7.00I 0.0201 IV 11 7.001 0.0201 IV I 1--------------------------1---------1-----1------1------11-----1------1------1 !JOHNSON VALLEY I 89 (143) I 7.so! 0.0361 v I I s.201 0.0041 I I I I, ,,, I I I I I I I I I I I I .I I I I I I 1-------------------------1---------1 ----1------1------11-----1------1------1 ILA NACION I 17 ( 27) I 6.501 0.1401 VIII 11 4.201 0.0231 IV I 1------------------------1--------1-----1------1------1 I ---1------1------1 ILENWOOD-OLD WOMAN SPRINGS I .94 (152) I 7.301 0.0201 v 11 5.5ol o.0051 II I 1-------------------------1---------1-----1.-----1------11-----1------1------1 !NEWPORT-INGLEWOOD (NORTH) I 74 (119}1' 6.701 0.0221 IV II 4.201 0.0021 I I·-------.---· -------------1--------·. I-----I------l------11-----1------1------I ,INEWPORT-INGLEWOOD-OFFSHOREI 13 ( 21)1 7,10·1 0.2471 IX 11 5.901 0.1011 VII I 1------------------------.--1---· -----1-----1------1------11-----1------1------1 !NORTH FRONTAL FAULT ZONE ,. 83 (134)-1 7.701 0.0461 VI 11 6.001 0.0101 III I 1--------· -----------------! · --------1-----1------1------11-----1------1------1 !PALOS VERDES HILLS I 49 ( 78.) I 7 .. 201 0.0601 VI 11 6.201 0.0251 V I !------------------------1---·-----1-----1------1------11-----1------1------1 !PINTO MOUNTAIN -MORONGO I 76 (122) I 7.301 0.0371 v I I 5.001 0.0101 III I .1-------------------------1---------1-----~------1------11-----1------1------1 ----~---'.------------------- DETERMINISTIC SITE PARAMETERS Page 2 -------------------------------------------------------------------------. I I MAX. CREDIBLE EVENT 11 MAX. PROBABLE EVENT I I I APPROX . I -.------------------.-~ I -------------------I I ABBREVIATED !DISTANCE I MAX, I PEAK I SITE 11 MAX, I PEAK I SITE I I FAULT NAME I mi (km.) I CRED. I S.I'i'E I INTENS 11 PROB. I SITE I INTENS I I I I MAG. !ACC. 91 MM 11 MAG. !ACC. 91 MM I 1-------------------------!--------1-----1------1------11-----1------1------1 !RAYMOND I 87 (139) I 7.SOI 0.0321 V 11 4,.901 0.0041 I I I ---------------------·--1---------1-----1------1------I 1-----1------1------1 !ROSE CANYON I 6 ( 10)·1 7,001 0.3781 I4 II 5.901 0.2101 VIII I l--------------------------1---------1-----I------I------I 1-----1------1------1 I SAN ANDREAS (Coachella V.) I 75 (120) I 8. 00 I O. 069,I VI 11 6. 80 I o. 024 I IV I 1--------------------------1---------1-----j-----1------11-----1------1------1 jsAN ANDREAS (Moj~ve) I 85 (13·7) I 8.00I 0.0591 VI 11 7.401 0.0341 V I 1-------------------------,--------1-----1------1------11-----1------1------1 ISAN ANDREAS (S. Bern.Mtn.) I 72 ('115) I 8.00I 0.0731 VII 11 6.701 0.0231 IV_ I I --------------------------I ---------I -· ---I -----· -I ------I I -----I ------I ------I lsAN CLEMENTE -SAN ISIDRO I 53 ( 86) I 0.001 0.1051 VII I I 6.sol 0.0291 v I 1--------------------------1---------1-----1-----1------11-----1------1------1 jsAND HILLS I 91-(147)1 0.001 0.0531 VI II 6.6ol o.01s1 IV I !---------------.---·------1---------1-----1------1------I 1-----1------1------1 jSAN DIEGO TRGH.-BAHIA SOL.j 31_( 51) I 7.501 0.1311 VIII II 6.201 0.0431 VI I 1--------------------------1---------1----1------1------11-----1------1------1 lsAN GABR;tEL I 91 (147) I 7.401 o.o32j. v 11 5.6oj 0.0061 II I 1-------------------------1---------1-----1------1------11-----1------1------1 lsAN GORGONIO -BANNING I 64. ·(104) I 7.soj o.0481 VI 11 6.6ol 0.0241 IV I I -------------------------1---------1-----I------I -----1 I----1------1------1 jsAN JOSE I 75 (12.1) 1-6.7oj 0~0221 IV 11 s.001 o.oosl II I 1--------------------------1---------1-----1-----1------11-----1------1------1 !SANTA MONICA -HOLLYWOOD I 92 (149) I 7.001 0.0191 Iv I I s.001 0.0071 II I 1--------------------------1---------1-----1------1-----11-----1------1------1 !SANTA MONICA MTNS. THRUST ,. 94 (15-1) I ·7,201 0.0331 V 11 6.301 0.0161 IV I 1--------------------------1---------1----.1------1------11-----1------1------1 I I I I ·1 I I I I I I 1. I I I I I I I· I J' I J !SIERRA MADRE-SAN FERNANDO I 78 {125) I 7,joj o.o32j v I I 6.3oj 0.0141 IV I 1--------------------------1----·---1-----1------1------11-----1------1------1 !SUPERSTITION HLS. {S.Jacin) I 8-1 {130') I 7.0oj 0.0261 V 11 6.101 0.0111 III I 1-------------------------1---------1-----1~-----1------11-----1------1------1 I SUPERSTITION MTN. (S.Jacin) I 76 (122) I 7.ooj 0.0201 v 11 6.201 0.0141 III I, !------------------------1---------1-----1------1------11-----1------1------1 !VERDUGO I 89 (143) I 6.7oj 0.016! IV 11 5.201 o.0051 II I 1------·-------------------1---------1-----1------1------11-----1------1------1 jWHitTIER -NORTH ELSINORE I 58 ( 94) I 7.101 0.0431 VI I I 6.001 0.0161 IV I 1--------------------------·I .-------1-----1------1------1 I -.---1------1------1 !WILSHIRE ARCFI I 89 (143) I 5.7oj 0.0111 III 11 5.001 0.006! II I 1--------------------------1---------1-----1-----1------11-----1------1------1 ******************~********************************************************** -END OF SEARCH-44 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROS~ CANYON FAU~T IS CLOSEST TO THE SITE. IT I~ ABOUT 6.2 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.378 !;)' LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.210 g l iiJ Information It!. • ®To Build On Engineering • Consulting • Testing October 21, 2003 DCI Pacific-San Diego 5125 Convoy Street, Suite 312 San Diego, California Attention: Mr. James Lazo Subject: Geotechnical Review of Structural Plans and Calculations, Architectural Plans and Specifications, Site Survey Plan, Proposed Cingular SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, California. ' ' Reference: "Geotechnical Exploration Report, Proposed Cingular SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, California", prepared by Professional Service Industries, Inc., dated August 28, 20~3. PSI Project No. 059-35052. Dear Mr. Lazo: In accordance with your request, Professional Service Industries, Inc., (PSI) has performed a geotechnical review of the architectural plans/drawings and specifications, structural plans, and site s,,u-vey plans for the proposed communications tower/facility for the above project. The purpose of our review is to verify that the foundation and grading/civil plans have been prepared in general accordance with geotechnical considerations presented in the referenced reports. The plans which were reviewed are as follows: • Title Sheet Tl, Cingular Wireless, SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, Ca. 92024, prepared by DCI Pacific, dated September 15,.2003. • General Notes T2 & T3, Cingular Wireless, SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, Ca. 92024, prepared by DCI Pacific, dated September 15, 2003. • Architectual Drawings Al -A5, Cingular Wireless, SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbaq, Ca. 92024, prepared by DCI Pacific, dated September 15, 2003. • Detail Drawings DI & D2, Cingular Wireless, SD-914.:03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, Ca. 92024, prepared by DCI Pacific, dated September 15, 2003. • Structural Drawings Sl -S3, Cingular Wireless, SD-.1914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, Ca. 92024, prepared by Connell Design Group, dated October 10, 2003. • Site Survey, Sheet C-1, Cingular Wireless, SD-914-03, OMWD OPS Center, 1966 Olivenhain Road, Carlsbad, Ca. 92024, prepared by Floyd Surveying, Inc., dated November 11, 2002. Profe""'ool SoNlce 100"81,I", ,~. • 6867 Nancy Rldg, o,,~, s,11, E • San Diego, CA 92121 • Phoo, 858/455-0544 • Fax C!lf O') ~ '-f ,:2._J"" ,,, Cingular SD-914:..03, OMWt> OPS Center DCI Pacific -San Diego PSI Project No. 059-35052 October 21, 2003 Page2 Based upon our review, the above structural plans, architectural drawings, civil plan and specifications for the project generally appear to properly incorporate the recommendations presented in the referenced reports. We appreciate the opportunity to provide profes$iOnal servi<;:es for this project and look forward to working with the consultant team during the construction phase. If you have any questions pertaining to this letter, or if we may be of further service, please contact our office. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. ~~. Ronald S. Halbert ·· Senior Project Engineer RCE No. 42202 ( 4 copies submitted) Cingular Wireless Permit Pkg with Foundation OMWD OPS Center, CA Sabre job Number 04-09099 REVISED STAMPED PERMIT DRAWINGS REPRESENTATIVE IS Will Fergen 1-800-369-6690 EXT. 198 01 ~urra~ ~trHt • · P~i;ine·712·251!-68~ ~·, ' •J • 1· . Structural Design Report 40.5' Monopole located at: OMWD OPS Center, CA Site Number: SD-914-03 prepared for: .Cingular Wireless by: Sabre Communications Corporation ™ Job Number: 04-09099 Revision A. October 18, 2003 Monopole Profile ..... · . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . 1 Foundation Design Summary. . . . . . . . . . . . . . . . . • . . . . . . . . . . . .. . . . . . . . . . 2 Pole Calculation ....................... -. . . . . . . . . . . . . . . . . . . . . . . . . . . . c1-c& Foundation Calculations ... ; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F1-F7 f<,-r!··· ,....,__. ·Prepared by I' J I Approved by j:;_,J 1 l G.L. Special 9-Arm Mount 37.oo• Rnd BASE 1. 75 • Thick 4 Belts 2.25•, 12.00" Bolt Project 31.00" Bolt Circle Lev Qtv 1 1 12 1 1 1 1 1 1 1 Flcit-Flat Sec LEP,iTH TOPf BOTf 1 BP AB 39.50 12.00 fin\ .113olts 37.00 4 Boltf 84.00 2.25 LOAD CASE DESCRIPTION LOAD CASE DESCR1PTION Max 'Mnd 25.43 Hold 12.00 Hold 2.625 Max Wind Load x. 75 Ever a eratln POI.£ SPECIFICATIONS POU: HEIGHT 39.50 FEET TAPER .3400 IN/FT POLE SHAPE 18 SIDED POLYGON ORIENTATION Elev APPURTENANCE ~ ANTENNA ft. Fut DESCRIP ON 36.50 Special 9-Ann Mount 36.50 4.5' X 1' 41.50 F ·TOP BRANCiES 36.50 F BRANCHES 31.50 F BRANCHES 26.50 F BRANCHES 21.50 F BRANCHES 16.50 F BRANCHES 12.00 F BRANa-tES l}l~<r ,1~r . STEEL lbs · SPEC FINISH .1875 1481 A572-65 Galv 1.750 474 A633-60 Galv TOTAL 1955 597 A615-'-75 Galv-18" O.LF. RAD FACTORS '¥£RT. ICE GUST Cf 1.00 1.69 .65 1.00 .50 1.69 ,65 1,00 1.69 .65 . 4.8 15.2 401 1.1 2.45 7.4 11.6 309 .8 1.90 4.8 6.7 178 .5 1.09 1) ANlENNA FEED LINES RUN INSIDE POU: OMWD OPS Center, CA ~~~~::.J SD-914-03 DRAllH BY CHECKED BY KJT 40.50 MONOPOLE DRAWING NO. REV 04-09099-01 A SCALE N.T.S. PAGE 1 ~,-, ~abre ~ Communications ..,. Corporation Two (2) #4 ties within top 5u of concrete Grade Customer: Cingular Wireless No.: 04-09099 Page:2 10/18/2003 By:KJT Revision A Site: OMWD OPS Center, CA SD-914-03 40.5' Monopole at 75 mph Wind+ 0;5 in. Ice pei"ANSI/TIA/EIA-222-F-1996. 4• .. 5• I ~ I I I t------~ I. I I I I I ~-----~ I . I I I I I t------4 I I I I L------1 I I I I L------- ELEVATION VIEW (12.37 Cu. Yds. each) (1 REQUIRED) Antenna Loading per Page 1 0 _, ,- 0 I 0 C\J 0 _, .... C\I Pier 2). Rebars to conform to ASTM specification A615 Grade 60. 3). All rebar to have a minimum of 3" concrete cover. 4). All exposed concrete corners to be chamfered 3/4". 5). The foundation design is based on the geotechnical report by Professional Service Industries, Inc., Project No. 059-35045, dated August 28, 2003. 6). See the geotechnical report for drilled pier installation requirements, if specified. Rebar Schedule er Pier (20) #7 vertical rebar w/#4 ties, two within top 5" of pier then 12" C/C Information contained herein ls the sole property of Sabre Communications Corporation, constitutes a trade secret as defined by Iowa Code Ch. 550 and shall not be reproduced, copied or used in whole or part for any purpose whatsoever without the prior written consent of Sabre Communications Corporation. 2101 Murray St, P.O. Box 658-Siou?( City1 !A 51102-069&, pt,one 712;258.6690 -Fax 712.258.8250 SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City, IOWA 51101 TOP BOTTOM POLE BASE JOB: 04-09099 Cingular Wireless. OMWD o~s Center, CA DIAMETER 12.00 in. 12.19 in. DIAMETER 25.43 in. 25.82 in. HEIGHT 39.50 ft. 18 SIDED Page Cl Sat 18-Oct-03 13:45 Tel: 712.258.6690 Fax: 712.258.8250 Point-Point] Point-Point} FLAT ORIENTATION HEIGHT 1.00 ft .. ABOVE GROUND E-MODULUS 29000 ksi 12000 ksi SHEAR MODULUS] APPUJtTENANCES ATTACH POINTS: NO. x, ft Qty Descript:i,on Status 1 36.50 1 121. 3T-Arrn 5' Standoff Initial Appurt POLE SECTIONS Bottom Thick Connect LAP Taper Length Weight Steel Pole No. Xtft. in. ~ in. in/ft ft. lbs Spec Finish· 1 39.50 .18750 .C-Weld. .3400 39.50 1481 A572-65 GALV SECTION PROPERTIES Area Iz IxI~ SxS~ F;f X,ft D,in T,in in"2 in"4 in" in" w/t d/t ksi 39.50 12.00 .1875 7.03 246 123 20.2 9.52 64.0 65.00 TOP 36.50 13.02 .1875 7.64 316 158 23.9 10.48 69.4 65.00 -Pl 31.50 14.72 .1875 8.65 462 231. 30.9 12.08 78.5 65.00 -P2 26.50 16.42 .1875 9.66 644 322 38.6 13.68 87.6 65.00 21.50 18.12 .1875 10.67 866 433 47.1 15.28 96.6 65.00 16.50 19.82 .1875 11.68 1138 569 56.5 16.88 105.7 65.00 -P3 11.50 21.52 .1875 12.70 1460 730 66.8 · 18.47 114.8 65.00 6.50 23.22 .1875 13. 71 1836 918 77 .9 20.07 123.8 65.00 1.50 24.92 .1875 14.72 2274 1137 89.9 21. 67 132.9 65.00 .oo 25.43 .. 1875 15.02 2418 120.9 93.6 22.15 135.6 65.00 BASE PageC2 SABRE COMMUNICATIONS CORP JOB: 04-09099 Sat 18-Oct-03 13:45 2101 Murray Street Cingular Wireless Tel: 712.258.6690 Si9ux City, IOWA 51101 OMWD OPS Center, CA Fax: 712.258.8250 CASE -1: Max Wind ----~----......... --------~------TIA/EIA-222F VERTICAL OLF 1.00 WIND SPEED 75.0 mph 120.7 kph ICE COVER .00 in. GUST FACTOR 1.69 STRESS REDUCTION .60 EXPOSURE-COEFF. .2857 STRESS AMPLIFY 1.33 Cf .650 BASE ABOVE Grd 1.0 ft REFERENCE HEIGHT 33.0 ft PRESSURE @Ref.Ht 24.3 psf 1165.Pa APPURTENANCE LOADS Center WEIGHT AREA Tx-CABLE . FOR~ES MOMENT LEV QTY DESCRIPTION Line each each WIND TranY Ax-Z LongX Elev-ft -lbs ft"2 Qty #/ft psf kips kips ft-k . 36.50 846 · .o 25.29 .00 -.85 .o 1 1 12' 3T-Arm 5' Standoff 12 4.5' X 1' 36.50 30 .0 1 5/8" 12 1.040 25.24 .00 -.82 1 TOP BRANCHES 41.50 250 72.0 None 1 .000 26.16 1.88 -.25 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 ~RANCHES 1 BRANCHES RESULTS X, ft 39.50 36.50 31.50 26.50 21.50 16.50 11.50 6.50 1.50 .oo DISPLACEMENTS Xft. · 36.50 31.50 16.50. WIND psf 16.8 16.4 15.8 15.8 15.8 15.8 15.8 15.8 15.8 15.8 36.50 250 86.8 None 1 .000 25.24 2.19 -.25 31.50 250 86.8 7/8" 1 .000 24.34 2.11 -.25 26.50 250. 86.8 None 1 .000 24.34 2.11 -.25 21.50 250 86.8 None 1 .000 24.34 2.11 -.25 16.50 250 86.8 7/8" 1 .000 24.34 2.11 -.25 12.00 200 69.4 None 1 .000 24.34 1.69 -.20 1---FORCES,kips ---!---MOMENTS ft-kips---jSTRESS ALLOW ShearX ShearY AxiaZ BendX BendY TorqZ ksi ksi .0 .0 .o .0 .0 .o .01 51.87 .0 4.3 -2.1 -9.5 .0 .o 5.14 51.87 .0 10.7 -2.8 .. 8. .0 .o 2.24 51.87 .0 10.8 -3.0 -52.8 .0 .o 16.82 51.87 .0 10.9 -3.2 -106.9 .0 .o 27.62 51.87 .0 14.9 -3.9 -154.0 .0 .0 33.09 51.87 .0 15.0 -4.2 -228.3 .0 .0 41.38 51.87 .0 15.1 -4.6 -303.2 .0 .0 47.09 51.87 .0 15.2 -4.8 -378.7 .0 .0 50.92 51.87 .o 15.2 -4.8 401.4 .o .o 51.79 51.87 CSR .000 .099 .043 .324 .532 .638 .798 .908 .982 .998 !---------DEFLECTION ft.---~-------1-----ROTATION, deg-------lMicroW X y z XY-Result X y z XY-Res Allow .oo .96 -.02 .96< 2.62%> -2.45 .00 .00 2.45 .00 .75 -.01 .75< 2.38%> -2.31 .00 .00 2.31 .00 .22 .oo .22< 1.36%> -1.49 .00 .00 1.49 ';, Page C3 SABRE COMMUNICATIONS CORP 2101 Murr9-y Street JOB: 04-09099 Cingular Wireless OMWD OPS Center, CA Sat 18-Oct-03 13:45 Tel: 712.258.6690 Fax: 712.258.8250 Sioux City, IOWA 51101 CASE -2: Max Wind Load x.75 VERTICAL OLF -~------,----=---------TIA/EIA-222F 1.00 WIND SPEED GUST FACTOR EXPOSURE COEFF. Cf 65.0 mph 104.5 kph ICE COVER .so· in. .60 1.33 1. 69 STRESS REDUCTION STRESS AMPLIFY BA$E ABOVE Grd 1.0 ft REFERENCE HEIGHT PRESSURE @Ref.Ht .2857 .650 33.0 ft 18.3 psf 873.Pa APPURTENANCE LOADS Center WEIGHT AREA Tx-CABLE FORCES MOMENT Line each each WIND TranY Ax-Z LongX LEV QTY DESCRIPTION Elev-ft . lbs ftA2 Qty #/ft psf kips kips ft-k 1 1 12' 3T-Arm 5' Standoff 36.50 930 .o 18.97 .no -.93 .o 12 4.5' X 1' 1 TOP BRANCHES 36.50 59 .0 1 5/8" 12 1.040 18.93 .00 -1.17 4'1.50 500 73.5 None 1 .000 19.62 1.44 -.50 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES RESULTS X,ft 39.50 36.50 31.50 26.50 21.50 16.50 11.50 6.50 1.50 .oo DISPLACEMEN'l'S Xft. 36.50 31.50 1.6. 50 WIND psf 12.6 12 .,3 11.9 11.9 11.9 11.9 11.9 11.9 11.9 11.9 36.50 500-88.5 None 1 .000 18.93 1.68 -.50 31.50 500 88.5 7/8" 1 .000 18.25 1.62 -.50 26.50 500 88.5 None 1 .000 18.25 1.62 -.50 21.50 500 88.5 None 1 .000 18,25 1.62 -.50 16.50 500 88.5 7/8" 1 .000 18.25 1.62 -.50 12.00 400 10:0 None 1 .ooo 18.25 1.29 -.40 1---FORCES,kips 7 --I---MOMENTS,ft-kips---jSTRE$S ALL9W ShearX ShearY·Axiaz BendX BendY TorqZ ksi ksi .0 .0 -.1 .0 .0 .o .01 51.87 .0 3.3 -3.2 -7.3 .0 .o 4.14 51.87 .o 8.3 -4.7 .4 .0 .o 1.81 51.87 .0 8.4 -5.0 -40.9 .0 .o 13.31 51.87 .0 8.4 -5.3 -82.7 .o .o 21.61 51.87 .0 11.4 -6.4 ~119.0 -.0 .o 25.86 51.87 .0 11.5 -6.8 -17~.2 .o .o 32.21 51.87 .0 11.6 -7.2 ~233.7 .0 .o 36.56 51.87 .0 11.6 , -7.4 -291.7 .0 .0 39.48 51.87 .o 11.6 -7.4 309.1 .0 .o 40.13 51.87 CSR .000 .080 .035 .257 .417 .499 .621 .705 .761 • 774 !---------DEFLECTION ft. -----------·,-----ROTATION, deg--,-----!Mierow X y z XY-Result ' X y z XY-Res Allow .00 .74 -.01 .74< 2.03%> -1.89 .00 .00 1.89 .00 .58 -.01 .58< 1.83%> -1.78 .00 .00 1.78 .00 .17 .00 -.17< 1.05%> -1.15 .00 .00 1.15 ,, ' 'J PageC4 SABRE COZOIONICATIONS CORP 2.101 Murray Street Sioux City, IOWA 51101 JOB: 04-09099 Cingular Wireless OMWD OPS Center, CA Sat 18-Oct-03 13:45 Tel: 712.258.6690 Fax: 712.258.8250 CASE -3: Everyday Operating --'--',,---------....... ----~TIA/EIA-22~F VERTICAL OLF 1.00 WIND SPEED GUST FACTOR EXPOSURE COEFF. Cf 50.0 mph 80.5 kph ICE COVER .00 in. 1. 69 STRESS REDUCTION .60 STRESS AMPLIFY 1.33 BASE ABOVE Grd 1.0 ft REFERENCE HEIGHT PRESSURE @Ref.Ht .2857 .650 33.0 ft 10.8 psf 518.Pa APPU~TENANCE LOADS Center WEIGHT AREA Tx-CABLE FORCES MOMENT Line each each WIND TranY Ax-Z LongX ~EV QTY DESCRIPTION Elev-ft ·1bs ft"2 Qty #/ft psJ kips kips ft-k 1 1 12' 3T-Arm 5' Standoff 36.50 846 .0 11.24 .00 -.85 .0 12 4.5' X 1' 36.50· 30 .0 1 5/8" 12 1.040 11.22 .00 -.82 1 TOP-BRANCHES 41.50 250 72.0 None 1 .000 11.63 .84 -.25 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES 1 BRANCHES RESULTS x, ft 39.50 36.50 31.50 26.50 21.50 16.50 11.50 6.50 1.50 .00 DISPLACEMENTS Xft. 36.50 31.50 16.50 WIND psf 7.5 7.3 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 36.50 250 86.8 None 1 .000 11.22 .97 -.25 31.50 250 86.8 7/8" 1 .000 10.82 .94 -.25 26.50 250 86.8 None 1 .000 10.82 .94 -.25 21. 50 250 86. 8 None 1 . 000 10. 82 . 94 -. 25 16.50 250 86.8 7/8" 1 .000 10.82 .94 -.25 12.00 200 69.4 None 1 .000 10.82 .75 -.20 1---FORCES kips ---!---MOMENTS ft-kips---jSTRESS ALLOW ShearX ShearY AxiaZ Bend){ BendY TorqZ ksi ksi .0 .o .0 .0 .0 .o _.01 51.87 .0 1.9 -2.3 -4.2 .o .o 2.45 51.87 . 0 4 :8 · -3 . 1 . 4 . 0 . 0 1. 0 8 51. 8 7 .0 4.8 -3.3 -23.5 .0 .0 7.68 51.87 .0 4.9 -3.5 -47.5 .0 .o 12.47 51.87 .0 6.6 -4.1 -68.5 .o .o 14.91 51.87 . 0 6. 7 -4. 4 -101. 5 . 0 . 0 18. 60 51. 87 .o 6.7 -4.6 -134.8 .0 .0 21.12 51.87 .o 6.7 -4.8 -168.3 .o .0 22.82 51.87 .0 6.7 -4.8 178.4 .0 .0 23.20 51.87 CSR .000 .047 .021 .148 .240 .288 .359 .407 .440 .447 !---------DEFLECTION ft.~---~------1-----ROTATION, deg-------lMicrow X y z XY-Result . X y z XY-Res Allow .00 .43 .00 .43< 1.17%> -1.09 .00 .00 1.09 .oo ~33 .oo· .33< 1.06%> -1.03 .oo .oo 1.03 .oo .10 .oo .10< .61%> --.66 .oo .o·o .66 S.JU3RE COMMUNICATIONS CORP 2101 Murray Street Sioux City, IOWA 51101 JOB: 04-09099 Cingular Wireless OMWD OPS Center, CA Page CS Sat 18-Oct-03 13:45 Tel: 712.258.6690 Fax: 712.258.8250 -------------------LOAD CASE SUMMARIES LOAD CASE DESCRIPTION 1 Max Wind 2 Max Wind Load x.75 · 3 Everyday Opera ting STRESS ENVELOPE BOT-UP TOP X,ft. DOWN 39.50 .00 TOP. 36.50 3.00-1 31.50 8.00-2 26.50 13.00 21.50 18.00 16.50 23.00-3 11.50 28.00 6.50 33.00 1.50 38.00 .oo 39.50 BASE ·FORCES, kips X Y Z --.00 15.18 -4.81 .00 11.64 -'-7.44 .oo 6.74. -4.$1 +-----COMBINED----+ STRESS STRESS LOAD MOMENTS, X 401.4 309.1 178.4 ft-kips y z --. o· . o • 0 . 0 . 0 • 0 ksi RATIO CASE Qty APPURTENANCE .01 .000 2 -Pl 5.14 .099 1 ( 1) 12 I 3T-Arm 5' Standoff -P2 2.24 .043 1 (0) None 16.82 .324 1 2T.62 .532 1 -P3 33.09 .638 1 ( 0) None 41.38 .798 1 47.09 .908 1 50.92 .982 1 51.79 .998 1 :, I. .. ., PageC6 SABRE COMMUNICATIONS CORP 2101 Murray Street Sioux City, IOWA 51101 JOB: 04-09099 Cingular wireless OMWD OPS Center, CA Sat 18-0ct~03 13:45 Tel: 712.258.6690 Fax: 712.258.8250 POLE D1',TA DIAMETER= PLATE = TAPER -'" SHAPE: 18 SIDED POLYGON with FLAT-FLAT ORIENTATION BOLTS EVENLY SPACED 21.92 in. ON CENTER 25.43 in. BASE AXIAL FORCE= -4.8 kips . 1875 in . ACTIONS SHEAR X = .0 kips .3400 in/ft SHEAR Y = 15.2 Vert Long Tran kips POLE Fy = 65.00 ksi X-AXISMOM = 283.8 ft-kips Tran ft-kips Long Y-Axis MOM= 283.8 Z-Axis MOM= .0 ft-kips Vert DESIGN CASE= 1 Max Wind Design: ANY Orientation Reactions at 45.00 deg to X-AXIS BOLT LOADS AXIAL -COMPRESSION = 156.59 kips. AXIAL'-TENSION = 154 .1,8 kips SHEAR = 3.80 kil;)S AXIAL STRESS = · 47. 44 ksi SHEAR STRESS = 1.24 ksi YIELD STRENGTH Fy-= 75.00 ksi CSR ALLOW STRENGTH Fa [ .60xl.33] = 59.85 ksi .794 TENSIO~ AREA REQUIRED = 2.58 in"2 TENSION AREA FURNISHED = 3.25 in"2 ROOT AREA FURNISHED = 3.07 in"2 ANCHOR BOLT DESIGN USED 4 Bolts on a 31.00 in. Bolt Circle 2.250 in. Diameter 67.13 in. Embedded 12.00 in. Exposed 84.00_ in. Total Length EIA-F SHIP (lbs} 597 CONCRETE BOND -Fe• 4000 psi TENSION: NUT: ACTING: ALLOW: LENGTH REQD: 96.49 kil;)S 121. 59 psi 303.26 J?Si 26.91 in. COMPRESSION: NUT: ACTING: ALLOW: LENGTH REQD: 81. 51 kiJ?S 158.24 psi 303.26 J?Si 35.03 in. BASE PLATE ·. [Bend Model: 1/4 Circ] YIELD STRENGTH = 60.0 ksi BASE PLATE USED BEND LINE .WIDTH = 20.2 in. PLATE MOMENT = 429.4 tn-kips THIC!QfESS REQD 1.63 1.75 in. THICK 37.00 in. ROUND SHIP = in. BENDING STRESS = 41. 7 ksi ALLOWABLE= 47.9 ksi [Fy X .60 X 1.33] 12.00 in. CENTER HOLE (lbs} . 00 in . 474' ----------------LOAD CASE SUMMARY ABolt.:.str Plate-Str A.Bolt-Bond _FORCES-(kip8) _ LC Axial Shearx ShearY 1 4. 8 . 0 15. 2 2 7. 4 . 0 11. 6 3 4.8 .0 6.7 _ MOMEN'l'S-(ft-k)_ x-axis Y-axis TorQ 401 0 • 0 309 0 .0 178 0 . 0 Actual Allow _Actual Aliow _Actual Allow _Design ksi ksi ksi ksi psi psi Code -48.3 59.9 41.7 47.9 158 303 EIA-F -37.4 59.9 31.9 47.9 84 303 EIA-F -21.6 59.9 18.4 47.9 -23 303 EIA-F ,, ( j J 0409099P.lpo Licensed to: Keith Tindall sabre communications corporation. LATERALLY LOADED PILE ANALYSIS· PROGRAM LPILE plus PC VERSION 3.0 (C) COPYRIGHT ENSOFT,INC. 1997 THE PROGRAM WAS COMPILED USING MICROSOFT FORTRAN COMPILER, (C) COPYRIGHT MICROSOFT CORPORATION 40.5' Monopole cingular Wireless OMWD OPS center, CA (04-09099) 10-18-03 ************************************************************* ULTIMATE BENDING RESISTANCE AND FLEXURAL RIGIDITY. *****************************************·******************** DIAMETER= 54.00 IN CONCRETE COMPRESSIVE STRENGTH= 4.000000 KIP/IN**2 REBAR YIELD STRENGTH= 60.000000 KIP/IN**2 MODULUS OF ELASTICITY OF STEEL= 29000.000000 NUMBER OF REINFORCING BARS= 20 AREA OF ONE REBAR= .600E+00 IN**2 NUMBER OF.ROWS OF REINFORCING BARS= 11 COVER THICKNESS= 3.938 IN SQUASH LOAD CAPACITY= 8465.95 KIP ROW AREA OF DISTANCE TO NUMBER REINFORCEMENT CENTROIDAL AXIS IN**2 IN 1 .600000 23.0625 2 1.200000 21.9338 3 1.200000 18.()580 4 1.200000 13.5558 5 1.200000 7.1267 6 1.200000 .0000 7 1.200000 -7.1267 8 1.200000 -13.5558 9 1.200000 -18.6580 10 1.200000 -21. 9338 11 .60000Q. -23.0625 KIP/IN**2 OUTPUT RESULTS FOR AN AXIAL LOAD= 4.81 KIP ***************************************************** Page 1 , . MOMENT EI IN-KIP KIP-IN**2 .161E+04 .16069E+l0 .789E+04 .15770E+l0 .789E+04 .87613E+09 .789E+04 .60655E+09 .789E+04 .46383E+09 .789E+04 .37549E+09 .789E+04 .31541E+09 .789E+04 .27190E+09 .789E+04 .23895E+09 .817E+04 .22079E+09 .903E+04 .22018E+09 .988E+04 .21960E+09 .107E+05 .21905E+09 .116E+05 .21841E+09 .143E+05 .17263E+09 .153E+OS .13570E+09 .159E+05 .11105E+09 .162E+05 .93837E+08 .i64E+05 .80834E+08 .166E+05 . 71306E+08 .167E+OS .63476E+08 .168E+05 . 57214E+08 .168E+05 .S2092E+08 .168E+05 .47665E+08 .169E+05 .44227E+08 .169E+05 .41015E+08 .169E+05 .38237E+08 .169E+OS .35812E+08 .169E+05 .33676E+08 PROGRAM LPILE plus version 3.0 (C) COPYRIGHT 1997 ENSOFT, INC. ALL RIGHTS RESERVED 0409099P.lpo PHI MAX STR N AXIS 1/IN IN/IN IN .000001 .00003 27.662 .000005 .00014 27.208 .000009 .00011 11. 692 .000013 .00015 11.608 .000017' .00020 11.577 .000021 .00024 11.567 .000025 .00029 11. 570 .000029 .00034 11. 579 .000033 .00038 11. 594 .000037 .00043 11. 612 .000041 .00048 11.632 .000045 .00052 11.655 .000049 .00057 11.679 .000053 .00062 11.700 .000083 ;00091 10.974 .000113 .00116 10.267 .000143 .00139 9.742 '.000173 .00161 9.287 .000203 .00183 9.000 .000233 .00203 8.700 .000263 .00222 8.449 .000293 .00242 8.267 .00032~ .00263 8.131 .000353 .00286 8.100 .000383 .00309 8.067 .000413 .00328 7.935 .000443 .. 00346 7.821 .000473 .00365 7.724 .000503 .00384 7.642 40.5' Monopole cingular wireless OMWD OPS center, CA (04-09099) 10-18-03 UNITS--ENGLISH UNITS I N P U T I N F O R M A T I O N *******************·************** THE LOADING IS STATIC ---·---------------------- PILE GEOMETRY AND PROPERTIES ---------------------------- PILE LENGTH = 252.00 IN Page 2 · P .. F2- . 0409099P. l po 2 POINTS X DIAMETER MOMENT OF AREA INERTIA IN IN IN**4 lN**2 .00 54.000 .417E+06 .229E+04 252.00 54.000 .417E+06 .229E+04 SOILS INFORMATION X AT THE GROUND SURFACE = 12.00 IN SLOPE ANGLE AT THE GROUND SURFACE = .00 DEG. 4 LAYER(S) OF SOIL LAYER 1 THE SOIL IS A SAND -P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 12.,00 IN X AT THE BOTTOM OF THE LAYER· = 36.00 IN MODULUS OF SUBGRADE REACTION = .• lOOE+Ol LBS/IN**3 LAYER 2 . THE SOIL IS A SAND -P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 36.00 IN . X AT THE BOTTOM OF THE LAYER = 96.00 IN MODULUS OF SUBGRADE REACTION = .250E+02 LBS/IN**3 . LAYER 3 THE SOIL IS A SAND -P-Y CRITERIA BY REESE ET AL, 1974 X AT THE TOP OF THE LAYER = 96.00 IN X AT THE BOTTOM OF THE LAYER = 192.00 IN MODULUS OF SUBGRADE REACTION = .250E+02 LBS/IN**3 LAYER 4 THE SOIL IS A SAND -P~Y CRITERIA BY REESE ET AL, 1974 X AT-THE TOP OF THE LAYER = 192.00 IN X AT THE BOTTOM OF THE LAYER = 372.00 IN MODULUS OF SUBGRADE REACTION = .200E+02 LBS/IN**3 DISTRIBUTION OF EFFECTIVE UNIT WEIGHT WITH DEPTH X,IN 12.00 36.00 36.00 96.00 96.00 192.00 192.00 372.00 8 POINTS WEIGHT,LBS/IN**3 . 58.E-01 .SSE-Oi .SSE-01 .58E-01 .58E-01 .SBE-01 .22E-01 .. 22E-01 DISTRIBUTION OF STRENGTH PARAMETERS WITH DEPTH MODULUS OF ELASTICITY LBS/IN**2 .360E+07 .360E+07 X,IN 12.00 36.00 36.00 96.00 8 POINTS C,LBS/IN**2 .OOOE+OO .OOOE+OO .OOOE+OO .OOOE+OO PHI,DEGREES .100E+01 .lOOE+Ol .300E+02 .300E+02 E50 Page 3 96.00 192 .. 00 192.00 372.00 0409099P.lpo .OOOE+OO .290E+02 .OOOE+OO .290E+02 .OOOE+OO .290E+02 .OOOE+OO .290E+02 BOUNDARY AND LOADING CONDITIONS 1 LOADING NUMBER 1 BOUNDARY-CONDITION CODE .LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD = .152E+05 LBS AXIAL LOAD AT THE PILE HEAD FINITE-DIFFERENCE PARAMETERS = .482E+07 IN-LBS = .481E+04 LBS NUMBER OF PILE INCREMENTS = DEFLECTION TOLERANCE ON DETERMINATION OF CLOSURE = MAXIMUM NUMBER OF ITERATIONS ALLOWED FOR PILE ANALYSIS= MAXIMUM ALLOWABLE DEFLECTION = OUTPUT CODES KOUTPT = 0 KPYOP = 1 INC = 1 DEPTH DIAM IN IN PHI GAMMA AVG A B PST LBS/IN**3 100 .lOOE-11 IN 100 .16E+03 IN PSD ·66.74 54.00 · 30.0 .579E-01 2.25 1.65 .575E+03 .600E+04 y p IN LBS/IN .OOOE+OO .OOOE+OO . 750E-01 .818E+02 .150E+OO .164E+03 .225E+OO .246E+03 .300E+OO .327E+03 .375E+OO .409E+03 .450E+OO .491E+03 .525E+OO .573E+03 .600E+OO .655E+03 .675E+OO .737E+03 .750E+OO .818E+03 .825E+OO .900E+03 .900E+.OO .949E+03 .203E+Ol .129E+04 .560E+02 .129E+04 .110E+03 .129E+04 .164E+03 .129E+04 DEPTH DIAM PHI GAMMA AVG A B PST PSD IN IN LBS/IN**3 145.48 54.00 29.0 .579E-01 1.33 .94 .254E+04 .116E+05 y p IN LBS/IN Page 4 P. f-4 r ,. ( '., I I I 0409099P. 1 po .OOOE+OO .OOOE+OO .750E-01 .• 232E+03 .lSOE+OO .464E+03 .225E+OO .697E+03 .300E+OO .929E+03 .375E+OO .116E+04 .450E+OO .139E+04 .525E+OO .163E+04 . . 600E+OO .186E+04 .67SE+OO .209E+04 .750E+OO .224E+04 .825E+OO .231E+04 .900E+OO :238E+04 .203E+Ol .338E+04 .560E+02 .338E+04 .110E+03 .338E+04 .164E+03 .338E+04 DEPTH DIAM PHI GAMMA AVG A B PST· PSD IN IN LBS/IN**3 224.22 54.00 29.0 .SOSE-01 .94 · .58 .504E+04 .156E+OS y p IN LBS/IN .OOOE+OO .OOOE+OO .750E-01 .303E+03 .lSOE+OO .607E+03 .225E+OO .910E+03 .3001;+00 .121E+04 .375E+OO .152E+04 .450E+OO .182,E+04 .525E+OO .212E+04 .600E+OO .236E+04 .675E+OO .. 251E+04 .750E+OO .265E+04 .825E+OO ,278E+04 .900E+OO .290E+04 .203E+Ol .474E+04 .560E+02 .474E+04 .110E+03 .474E+04 .164E+03 .474E+04 DEPTH DIAM PHI GAMMA AVG A B PST PSD IN IN LBS/IN**3 302.96 54.00 29.0 .432E-01 .ss .so .764E+04 .180E+OS y p IN LBS/IN .OOOE+OO .OOOE+OO .750E-01 .422E+03 .150E+OO· .843E+03 .225E+OO ,126E+04 .300E+OO .169E+04 .375E+OO .211E+04 .450E+OO .251E+04 .525E+OO .27SE+04 .600E+OO .298E+04 .675E+OO .321E+04 .750E+OO .342E+04 .825E+OO .362E+04 .900E+OO .382E+04 Page 5 f_ F5 0409099P.lpo .203E+Ol .560E+02 .110E+03 .164E+03 .672E+04 .672E+04 .672E+04 .672E+04 0 U t P U T I N F O R M A T I O N ********************************* ************************************************* * COMPUTE LOAD-DISTRIBUTION AND LOAD-DEFLECTION* * CURVES FOR LATERAL LOADING * ************************************************* LOADING.NUMBER 1 BOUNDARY CONDITION CODE LATERAL LOAD AT THE PILE HEAD MOMENT AT THE PILE HEAD ·AXIAL LOAD AT THE PILE HEAD OUTPUT VERIFICATION = 1 = .152E+05 LBS = .482E+07 IN-LBS = .481E+04 LBS THE MAXIMUM MOMENT IMBALANCE FOR ANY ELEMENT = .811E-04 IN-LBS THE MAX. LATERAL FORCE IMBALANCE FOR ANY ELEMENT=· .364E-04 LBS BOUNDARY CONDITION BCl .1518E+05 BOUNDARY CONDITION BC2 .4817E+07 S U M M A R Y T A B L E ************************* AXIAL LOAD LBS .4810E+04 PILE ·HEAD DEFLECTION IN .9895E+OO . ? fcf. LPILE OVTPVT; p. ,=-2_ (p/YlN = 0. Cf (tc,, 1900 "k,) = { S 1 1-lo ''l_ MAX. SHEAR LBS ·-.5290E+05 /l1(A 1•3 (~180;000\~ 7· 514 ;,t L/S 210 ,I . /ooo ) 1 1 - Page 6 UBC 1806.8.2.1 d = .A/2*(1+{1+(4.36*h/A))A0.5) Monopole Moment (ft-k) Shear (k) Caisson Diameter, b (ft) Caisson Height Above Ground (ft) Caisson Height Below Ground (ft) S1 (lateral soil pres:) lb/ft3 .401.4 15.2 4,5 1 15 333 Applied lateral force, P (lbs) 15180 . Dist. from ground to application of P, h (ft) 27.44 A= 2.34*P/(S1*b) 4.74 Min. Depth of Embedment Required, d (ft)I 14.51 I P-f7 OMWOwith. ant~nnas OFFICE USE ONLY Lt, \OS-0 SAN D11:GO REGiONAL · i 7~ UPFP# _______ ,....,. 1 BP DATE _ __,_/ _ __,/ ____ ~1 HAZARDOUS MATERIALS QUESTIONNAIRE Business Col")tact Telephone# 'c:. \ c~ .. (Ma) t.1..& c9ltA City Zip Code APN# ~-I..!.~ Q-.. C\-z.ot ZSS--· 03 .. o · Mailing Address City State Zip Code Plan File# s._....., b, · • ?..\ '2. \ Telephone# (5Se) 2~ The following uestions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOU MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: Indicate by circling the item, whether your business will use, process, or store any of the following hazardous material~. If any of the items are circled, applicant must contact the Fire Protection Agency with . jurisdiction prior to plan submittal. 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water·Reactives 2. Compressed Gases 6. Oxidizers -10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives 13. Corrosives . 14. Other Health Hazards 15. None ofThese. PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH -HAZARDOUS MATERIALS DIVISIONS (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 1255-lmperial Avenue, 3rd floor, San Diego, CA 92101. Call (619) 338-2222 prior to the issuance of.a building permit. · FEES ARE REQUIRED. -1•,-,-, "/ ". ",t· , .,.,. " Expected date of Occupancy •,.:!J ,,;-··_,_·-·ui; : i • .;.,:; ~,"@J.@alARP Exempt- -.,,-, ·-,i,'"1 I _:: .. _ 1. 2. 3. 4. 5. 6. YES NO .ii D D Ml D ~ Is your business listed on the reverse side of this form? Will your business dispose of Hazardous Substances or Medical Waste-in ~my amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, 200 cubic feet, or carcinogens/reproductive toxins in any quantity? D D p 18 Will your business use an existing or install an underground storage tank? 6j Will your business store or handle Regulated Substances (CalARP)? [ji. Will your business use or install a Hazardous Waste Tank System. (Title 22, Article .1 0)? -~-. Date Initials' --- 0 CalARP Required I Date Initials D CalARP Complete I Date ·initials PART Ill: San Diego County Air Pollution Control District: If the answer is yes to any of the following questions, applicant must contact the Air Pollution Control District, 9150Ctiesapeake Drive,_ San Diego, CA, 92123. Call (858)-650-4550 prior to the issuance of a building permit. YES 1. p 2. D 3. tJ 4. D NO ~ · Will the subject facility install or use any of the equipment listed on the Listing of Air Pollution Control District Permit Categories, on the reverse side of this form? ~. (ANSWER ONLY IF QUESTION 1 IS YES) Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12) as listed in the current Directory of ~chool and 9ommunity Coll~ge Districts, published by the San Diego County of Education and the current California Private School Directory, complied in accordance with the provisions of Education Code Section 33190? J.)tJ E·a~ _ Does the building or structure for which this permit is requested contain any friable asbestos? • · Is there demolition involvin the removal of a load supportin structural member? Briefly describe business activities: Briefly· describe proposed project: FOR OFFICAL USE ONLY. FIR!= D!=PARTMENT OCC JJ~ cc~ s~.\-e:_ t e best of my knowledge· and belief the responses made herein are true and correct. Si nature of Owner or Authorized A ent I I Date BY: ________ ,__----~--------------DATE: / I RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY0HMMD APCD COUNTY-HMMD APCD DEH:HM-9171 (08/02) County of San Diego -DEH -Hazardous Materials Division ,,, I, I ------· ... --------. -, -, CB032425 1966 OLIVENHAIN RD CBAD OLIVENHAIN·WATER-CINGULAR TELECOMUNICATION CABINETW/45 FT FAUX Tl fl COt,i!M Lot#: CRAIG MCNUDY ('-1 /0> -To CJs --;/-U//1.,_,,,-.,-l//f( lJ /Jt~ ;f'~ Ck; I v/~ f)C"<-, C( ~ f)_ ;J-j) -~ · i) · 1(/11=>:> A.w· ,' "--0,v{ VU,.,(:~ ~ -..ff 6 /l 4 Pc_<' · BUILDING V'. -:::J II~ PLANNING . . _ · · : , ENGfNEERING u.1-. JI . ·O' '?-, r:<c-i J LI.An . · : c-= : FIRE APPR/FPRM LP .J '-";.,..J J · · · . HEALTHDEPT . (0/)o'/ tj-&n µ/-~p /4 ~IL-y16tj' v/ ~J'~~~,o •\0t1>,.0• !~ll!:. /O/Jo/fJ /, {/Io~ 5,1,,e,,r ~ r J ;J-/). .Ci ,./ cak APP!.ICANT APPLICANT r ~ . /.J l ~t,__,,, J T l'/µ--e,A -1 PLAN CORR . I . ---+----ENG CORR ~. 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