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HomeMy WebLinkAbout2235 PALOMAR AIRPORT RD; ; CB021425; Permit- - .... - 4 City of Carlsbad 1635 FaradayAv Carlsbad,CA 92008 Commercial/industrial Permit Permit No: Building Inspection Request Line (760) 602-2725 I CB021425 Job Address: 2235 PALOMAR AIRPORT RD CBAD. Permit Type: COMMIND Sub Type: INDUST Parcel No: ' 070 tt Lot #: 0 Status: ISSUED Valuation: $721,680.00 Construction Type: NEW Applied: 05/10/2002 Occupancy Group: Reference #: Entered By: MDP Project Title: CARLSBAD SELF STORAGE Plan Approved: 05/02/2003 32,070 SF SELF STORAGE Issued: 05/02/2003 Inspect Area: Plan Check#: Applicant: ASTON TERRY STE F30 162 S. RANCHO SANTA, FE 92024 760 943-8850 Building Permit / Owner: - -• ---. 4180 05/02/03 0002 01 02 / COP 7643211 IC): ( /) '.$2,-357.98 Meter Size -- -)- \ AddI Building Permit Fee" \ Plan Check / \ \. ,.- . $0.00 '-7k AddI Red. WteiCon. Fi_..--\ \ $1,532.69 a-,. Meter Fe\ N J) $0.00 $0.00 Add'] Plan Check Fee / ... - -c. Plan Check Discount j ! .. . $0.00 '/ jSDCWA Eêe N \'.)j $0.00 $0.00 CFD Payoff Fee \ -_ $46,180.00 Strong Motion Fee / -.,- - $151.55-_..---. ---PFF . ' ',' , $13,134.58 Park Fee - / LFM Fee -. --- .- $1121828.00_—,-..PFF (CFD Fund) \ .7 '$0.00 -License Tax ', $0.00 Bridge Fee ,- BTD #2 Fee .. -.' .., $000 License Tax(CFD Fund) _)' ---... $0.06)1%,Traffid Impact Fee I } $0.00 $0.00 BTD #3 Fee - .. ..J . J $0.00 ,Traffic lmáct (CFD Fund) i '-.---' $1,600.00 $0.00 Renewal Fee $0O0 'V PLUMBING TOTALS \ 4 / $0.00 AddI Renewal Fee `,),--,,$0.b04 \ ELECTRICAL)TOTAL (1 $210.00 Other Building Fee \ ( \$0.00 -L MECHANICAL TOTAL )/ J $0.00 Pot. Water Con. Fee . \ $0.00'. ., Master Drainage Fee' / $0.00 Meter Size '\ '•' - \, 'Sewer Fee' k.-- / / $0.00 AddI Pot. Water Con. Fee ',.., $0.00 Redev'Parking Fee / / $0.00 Red. Water Con. Fee \ \ $0.00 Additional Fees / ,' $0.00 I . \ INC0 TOTAL PERMIT FEES /$77,994.80 / - 1952 / Total Fees: $77,994.80. 'Total Payments'To Date: $1,562.69 Balance Due: $76,432.11 - -, FINAL APPROV,AL Inspector: Date: 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 fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise exoired. LégalC H of Bàthràoms tr- Name ' ' '- Address City State/Zip Teleph one # Fax# fl Cont Owner 1_P,cevQ s€ b'' e Li CV cc-4e Name Address (J City State/Zip Telephone # -, -- --'i- --------- - ------- ----- -r'- -" rsr ----- [4 PR0PERJTLY 9NER _ . - .L Name Address City State/Zip Telephone '# CIPQY'JAME .•.. (Sec 7031.5 Business an& Professions Code Any City. or County which requires a permit to construct alter, improve demolish or repair any structure prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom and the basis for the alleged exemption Any violation of Section 7.031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001) Name > Address ' City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License# -' - - - - - - - • -° - - - - 1 OKERSCOMPENSATI0N - - — - - Workers Compensation Declaration I hereby affirm under penalty ol perjury one of the following declarations 0 46ve and will maintain a certificate of consent to self -insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued 0 I have and will maintain Workers,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 carrier and policy number are Insurance Company Policy No. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 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 o"become subject to the orkers Compensation Laws of Californ WARNING Failure to cure rkers c(mpensatio rage is ul and shall subject an employer to criminal penalties and civil fines up to one hundred tho1 1.usand dollars ($10 00) addition Lo the cos of' m ens to damages as provided for 1 -1in Section 3706 of the Labor code interest and attorney s fees SIGNATURE i.J" DATE -/-/ 2— REFER OWNEFFBUU.DE LäkiW I hereby affirm that I exempt from the Contractor's License Law for the following reason 0 I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for sale If, however, the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale) .- 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The tontractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 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 0 YES []NO 2 I (have / have not) signed an application for ,6 building permit for the proposed work 3 I have contracted with the following person (firm) 'to provide the proposed construction (include name I 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 / contractors license number) 5 I will provide some of the work but I have ontracted (hireØ) the follpin pers to provide the work indicated (include name,/ address./.phone number /type °of work): - - - -' --I - - - -- •- ------- - - -, H PROPERTY OWNER SIGNATURE DATE FCOM Is the applicant or future building occ ant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 2553 or 25534 of the Presley Tanner Hazardous Substance Account Act? 0 YES NO Is the applicant or future building occupant required to obtain atpermit from the air pollution control district or air quality management district? 0 YES NO Is the facility to be constructed within 1 000 feet of the outer boundary of a school site? 0 YES 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 SVICES AND THE AIR POLLUTION CONTROL DISTRICT ENN CY - I hereby affirm that there is a construction hnding agency for the p rformdrlc of theark for [rich thi porm t is issued (Sec 3097)i) Civil Code) LENDER S NAME . lt..-ç LENDER'S ADDRESS IcANT CERTIFICATiON - I certify that I hate read the application and state that he above information is correct dnd 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 Cit, of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT r OSHA An OSHA permit is required for excavati ns over dee and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the bui) g Officp(/nde he provislo de shall expire by limitation and become null and void if the building or work authorized by such permit is not comme ced in 180 çi'ajs fr the at o uch permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenc for period of0 ys c o 6 4 Uniform Building Code) APPLICANT !S SIGNATURE A/_/ DATE c7'&c/o_L WHITE File YELLOW Applicant PINK Finance _- _-------- ..- __•---- __-. _-a .. __-_•---- _-'-,.-.- . - --.--- - -----a.-.-. - - -- - 'PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 ;: 0 IF FOR OFFICE USE ONLY PLAN CHECK NO EST. VAL. Plan Ck. Deposit Validated By Date Address (include Bldg/Suite #1 Business Name (at this address) f4 00l4 Q PCIT? f Legal 0 scription - Lot No. Subdivision Name/Number -- Unit No. Phase No. Total # of units ,2c9r- 11 & , C4-fl £'t 'T/2,4 c / "1 Assessor's Parcel # Existing Use Proposed Use Paxff Name Address City Sta/Z. T&ep hone # 00 m Name ØLfS)ôAddress -4z CitYNQ,.f Siate/Zq Telephone # QQP WWAi L t 97 ~Je (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to tile a Signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Name Address City State/Zip Telephone # State License # License Class City Business License # Designer Name Address City State/Zip Telephone State License # J 14 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' 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 carrier and policy number are: Insurance Company Policy No.. Expiration Date__________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 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. WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000). In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code. Interest and attorney'. fees. SIGNATURE DATE iiJ t4 I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section . Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property Improvement. 0 YES ONO 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): I plan to provide portions of the work, but ! have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 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 BUjLDI$GERML!ONLY) _;-_J tL 1ii Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be"onstructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQ'J.EMENTS OF THE OCF!CE OF E?EP.ENCY SEFtVlCCS AND THE -AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code). LENDER'S NAME .. LENDER'S ADDRESS .......................... ..... ..........U_•_ . ........ 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 Cite' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS,, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0 deep and demolition or construction of structures over 3 stories in height, EXPIRATION: Every permit Issued by the building Official under the provisions of this Code shall expire by limitation and become null-and void If the building or work authorized by such permit is not commenced within 180 days from the J date of such permit or if the building or work authorized by such permit Is suspended or abandoned any time after the work Is commenced for a period of 180 days (SectIon 106.4.4 Uniform Building Code). PPLICANT'S SIGNATURE . . . DATE WHITE: File YELLOW: Applicant PINK: Finance City ofcarlshad Final DuHduig inspection Dept: Building Engineering .Planning CMWD St LiteLrê Plan Check #: Date: 06/01/2004 Permit #: CB021425 Permit Type: COMMIND Project Name: CARLSBAD SELF STORAGE Sub Type: INDUST 32,070 SF SELF STORAGE Address: 2235 PALOMAR AIRPORT RD Lot: 0 Contact Person: JIM Phone: 6199772010 Sewer Dist: Water Dist: Date Inspected Inspected: Approved Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Inspected Date By: Inspected: Approved: Disapproved: Comments: City of Carlsbad Bldg Inspection Request For: 06/01/2004 Permit# CB021425 Inspector Assignment TP Title: CARLSBAD SELF STORAGE Description: 32,070 SF SELF STORAGE Type: COMMIND Sub Type: INDUST Phone: 6199772010, Job Address: 2235 PALOMAR AIRPORT RD Suite: Lot 0 Location Inspector APPLICANT ASTON TERRY Owner: CARLSBAD SELF STORAGE L L C Remarks: • TotãlTime: • Requested By: JIM Entered By: ROBIN CD Description Act Comment S 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs CV01 0333 CLOSED BANNER AT NEW BUSINESS; CV010488 CLOSED UNPERMITTED SIGN; CV020167 CLOSED SIGN IN FRT OF OFFICE; PCROO186 WITHDRAW CARLSBAD SELF STORAGE; SUSTITUTE CHAIRLIFT DEVICE PCR01 138 ISSUED CBAD SELF STORAGE-DEFERRED; SUBMITTAL FOR ELEVATOR I'nspection History Date Description: Act insp Comments 05/17/2004 14 Frame/Steel/Bolting/Welding AP TP 05/13/2004 14 Frame/Steel/Bolting/Welding PA TP 1ST LEVEL 05/13/2004 34 Rough Electric • PA TP SUB PNLS, 1ST FLR ELECT 05/12/2004 14 Frame/Steel/Bolting/Welding CO TP 05/12/2004 34 Rough Electric CO TP SEE JOB CARD 05/11/2004 14 Frame/Steel/Bolting/Welding NS PY. 05/11/2004 34 Rough Electric NS PY 04/30/2004 14 Frame/Steel/Bolting/Welding CA TP 04/30/2004 34 Rough Electric • CA TP 04/09/2004 17 interior Lath/Drywall AP TP 1 HR STR ENCL & CORR S • 04/08/2004 17 Interior Lath/Drywall NR TP GATE LOCKED 04/07/2004 17 interior Lath/Drywall • CA TP City of Carlsbad Bldg Inspection Request For: 06/01/2004 Permit# CB021425 Inspector Assignment: TP 03/31/2004 17 Interior Lath/Drywall PA TP RATED STR ENCL 03/09/2004 14 Frame/Steel/Bolting/Welding AP TP STR ENCL ALL FLRS 02/20/2004 14 Frame/Steel/Bolting/Welding AP TP ELEV & EQUIP RM 02/10/2004 18 Exterior Lath/Drywall AP TP 02/09/2004 18 Exterior Lath/Drywall AP TP 02/06/2004 18 Exterior Lath/Drywall NS TP 01/16/2004 13 Shear Panels/HD's WC TP 01/16/2004 14 Frame/Steel/Bolting/Welding AP TP EXT WALLS (N/INCL WINDOW SECTION) 01/16/2004 17 Interior Lath/Drywall AP TP 3RD FLR 1 HR WALL 01/06/2004 14 Frame/Steel/Bolting/Welding AP TP 3RD FLR 1 HR WALL TO PERM BTM TRK .12/15/2003 11 Ftg/Foundation/Piers WC TP 12/15/2003 .12 Steel/Bond Beam AP TP 3RD FLR DECK 12/09/2003 11 Ftg/Foundation/Piers CO TP 12/09/2003 12 Steel/Bond Beam CO TP 12/08/2003 11 Ftg/Foundation/Piers WC TP 12/08/2003 12 Steel/Bond Beam CO TP MTL DECK 3RD FLR 12/02/2003 14 Frame/Steel/Bolting/Welding CO PS NO SUPER ON SITE 11/26/2003 17 Interior Lath/Drywall AP TP 1HR WALL 2ND FLR 11/07/2003 14 Frame/Steel/Bolting/Welding AP TP 2ND FLR 1 HR WALL, PERM BTM TRK TO CMU 10/24/2003 11 Ftg/Foundation/Piers AP TP 2ND FLR MTL PAN DECK 10/24/2003 14 Frame/Steel/Bolting/Welding AP TP 10/23/2003 12 Steel/Bond Beam CO TP 10/23/2003 . 14 Frame/Steel/Bolting/Welding CO TP SEE NOTICE ATTACHED 10/22/2003 11 Ftg/Foundation/Piers NR. TP NO ACCESS TO DECK 10/21/2003 11 Ftg/Foundation/Piers NS TP 10/21/2003 12 Steel/Bond Beam NS TP . . . . 10/20/2003 11 Ftg/Foundation/Piers NR TP . 08/12/2003 66 Grout AP TP 3RD LIFT. (FINAL LIFT) INT WALLS 08/08/2003 66 Grout AP TP 3RD LIFT INT. WALLS 08/07/2003 66 Grout AP TP 2ND LIFT D-LN 08/06/2003 14 Frame/Steel/Bolting/Welding WC TP 68/06/2003 66 Grout AP TP 2ND LIFT CMU WALLS 07/30/2003 63 Walls AP PD OK TO GROUT 1ST LIFT 07/28/2003 66 Grout CO PD CHANGING FROM #6 TO #5 REBAR 07/18/2003 11 Ftg/Foundation/Piers . AP TP . 07/18/2003 12 Steel/Bond Beam. AP TP 07/16/2003 11 Ftg/Foundation/Piers CO TP NOT READY/CORR 07/16/2003 12 Steel/Bond Beam CO TP 07/15/2003 11 Ftg/Foundation/Piers, CO TP • 07/15/2003 12 Steel/Bond Beam • CO TP 07/09/2003 11 Ftg/Foundation/Piers • CO TP 07/09/2003 12 Steel/Bond Beam CO TP 07/08/2003 11 Ftg/Foundation/Piers AP TP ELEV. PIT SLAB • 07/08/2003 12 Steel/Bond Beam AP TP 07/07/2003 11 Ftg/Foundation/Piers CO TP NOTICE ATTCH. 07/07/2003 12 Steel/Bond Beam • CO TP . • : Signature: FRQI : - FAX NO. Jan. 15 23 04:44PM FL Structura npectionss A Scia1hSCO1t cOmP4I?Y 440 Tilling Way, El Cajon, CA 92020 Tcltphnne:(619) 749.4912, Fax: (619) 749.5693,Cclt: (619) 770-9559, Pngcr: (619)907-351) FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING DATE: 5/19/04 TO: Building Official, City of Carlsbad Inspection Services, Planning and Development Review 1635 Faraday Avenue Carlsbad, Ca 92008 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING: * SPECIAL INSPECTION AND OR MATERIAL TESTING. PERMIT NO;: C3021425 ' PROJECT ADDRESS: 2235 PALOMAR AIRPORT ROAD The special inspection serviccs.wcre provided by: MARIO BATTAGLIA, STRUCTURAL INSPECTIONS 440 TILLING WAY, EL CAJON CA 91941 CERTIFICATE NUMBER: 330 EXPIRATION DATE:12/31/04 COMMENTS: SPECIAL INSPECTION AND MATERIAL TESTING WERE COMPLETED ON THE FOLLOWING ITEMS: REINFORCED CONCRETE STRUCTURAL MASQNRY EPDXY BOLT! DOWEL INSTALLATION HIGH STRENGTH BOLTING I declare under penalty of peijuiy that, to the best of my knowledge, all the work requiring special inspection and/or material sampling and testing for the structure/s constructed under the subject permit is in conformance with the approved plans and construction documents, the approved inspection and testing program and the applicable workmanship provisions of the California Building Code as amniended by the City of Carlsbad. Executed on this 19th day of May / 2004. - 06/01/2004 13:57 FAX 292 8030 LEIGHTON •Ijooi Leighton an•ssocites, FOOTING OB E AIION SUMMARY ICI OUP flMPN e.ctNam Date: 41 3 Project No,: - P - Plan File No.: Referenced Geotechnical Report(s): Permit No.: Unit/Phase/Lot(s): :0bSeiYati0fl Summary Initials A representative of Lighton and Associates observed c:nsite soil conditions. Soil conditions at Date the site are substantially in conformance with those assimed in the geotechnical report. Initials A representative of Leighton and Associates observed ,nd measured footing excavation i I depth/width. Footing excavations extend to proper dertl and bearing strata and are in general Date conformance with recommendations of the geotechnica I report. —i1z Initials A representative of Leighton and Associates measured ooting setback from slope face. The Date setback was in general accordance with the recommen ations of the geotechnical report. 7Z4i Initials ii1 /d(1.nrt D,2t9 ?g2. ms Date can JJ t' pc' rrk IML.0740 j• .7 p A Notes to Superintendent! Foreman Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. '/'e note that clayey soils may take an extended period of time and the contractor should schedule accorcliigly. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to perform additional site ;:bservations. Note to Building Inspector 1. Soil compAJtion test results, including depth of fill, relative compacti:n, bearing values, and soil expansicndex test results are contained in the As-Graded Geotec inical Report provided at the cornpletir of grading. JL.I For fghtoftaJä Associates, Inc. Date White File Yellow - Client Gold - Field 39O R/0403 LGER FAGE 1/i. GTENaINERIM, INC. CIVIL ENGINEERING, LAND SURVEYING, LAND PLANNING. Since 1946 A July 7, 2003 City of Carlsbad Engineering Department 1685 Farady Avenue Carlsbad, CA 92008-7314 Re: Carlsbad Tract 79-14, Lot ll Carlsbad Self Storage Dwg. No. 3864A AEI J6b No. 5850 Dear Madam/Sir: Please be advised that the building footing form has been field checked. It is in conformance with the grading plan and is within the setback dimensions shown on the grading plan. Sincerely, ALGERT ENGINEERING,INC. 4ort WO 19M rn !7:LGERT OP C &c77O/o ±1• 428 BRADWA Y CHULA VISTA • CA 91910 • TEL (619) 420-7090 • FAX (619) 420-9139 From: Duren Raskin To: Tim Shields • ' Date: 1211112003 Time: 5:46:42 PM Page 'of 2 : - 11030 ARROW ROUTE, #ZV RAS X -2 ENAGH JL PHONE: (909) 980-8898 E&NG RAJklckacUCAMO CA 91730 FAX: (909) 9808838' Fax Cover Page To: Tim Shields Fax Number: 1-760-602-8560 S Qc'mpny. CITY OF CARLSBAD 0 Date: 12111/2003 From Daren Raskin Fax Number: 909-980-8838 S Company : Raskin Enginring, inc. Pages ine1udiiig eover page: 02 Subject : CARLSBAD SELF STORAGE Message: Robert, Attached s a letter requested by the special frispector on the project. He was conveying a concern of the City 4nspedor. Piease ca'l If you have ény questIons. SIncrely, S Oaten Rasn, P. E. cc. Robert Lesko (Mako Steel) S flrn Shields (City-of Carlsbad) From: t)aren Rasktri To: Tm Shed . . Date: 12111!200 Time: 5:46:42 PM Page 2 of 2 U)30 ARROW ROUTE, 211• RMSKIN ENGINEERING E-MAIL: rasknenearthUak,riet December 11, 2003 RE CARLSBAD SELF STORAGE, BUILDING - ATTACHMENT Mr 'itob.e.rtLes'ko Mak'o'Steei .. 2Z.76 Encin1t2s Blvd, Suite..-CT 'Encinitas. 'C'92O24 Dear Mr. This letter is to clarify a condition that was not detailed on the plans. For all connections of the composite deck to' walls running parallel to the ribs, attach with #12 screws 12" o/c. The masonry shear walls in this direction resist the majority of the wind and seismic' forces and any loads applied to the metal walls parillel to the ribs are. negligible. If you have. any questions or require idditioiiai infbrmnit'ion pfeae feel free to cill Sincerel Daren Raskin, RP OF C-9YL CC- Tmi - hekis (City of Carlsbad) 5, ' 30 39d 30O1S S1OI CCOM91219L 30:11 00z/so/3r Structural inspections VML INflON3WCW 44OTU-,ftg W, E CA MW 749-5693CciL (619) 770-959. Pe J61 9> 9fl.3 l nspetton Report Pràject Name: 4,J'J _____ of.____ fleor1 Project Address: -7 $- 6-if-7' permh#,.c,j y .17 Architect: File Engineer: D$A #: _-. Other:___________________________________ I T!J S1MPU ?! - H.S. soft S. __ L w• ____ . ____________ Flf~ro M-TW PSI F- . L4-- Other. Oth. SWAN( O&W — . - 11 rq Ow: cxtw. Qther I ' / 4~ ;- T2_ . ;•fC 1; 1• 4:7 cet. /A.. - c11FtCATIQN OF COMPUANC Alt cepte w. iatYasa rcte. w1th a 1ete, eeeetloe d pp1icbe. eCtio!!9- ThIs. ft c vers the locations of the work inspected .r%et,tw opifllofb Of pr*Ct contvoL . . /J / MARIO BATTAGLI Ce: P if 2.3 Vowf2 fçr-- Lc r S T1'- Pc-tt (5-ri I ( • 0 pz S k 1 Cf 1-v'~ii hcc-c t7°- qSc7 10 39Vd 3EO1S 1S1/3 EE007J3909L 011 EOOZ/S0/ZI Inspection Report Project Name: CARLSBAD SELF STORAGE D Project Address:2235 PALOMAR AIRPORT ROAD Architect: LAURENCE WINTERS Engineer: RASKIN ENGINEERING Contractor: HALLIDAY CONSTRUCTION Page: 1 of 1 Permit #: CB021425 File #: N/A DSA#: N/A Report#: 81 Other: MODERN MASONRY Structural Inspections "A Special inspection Company" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619)749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 INSPECTION I MATERIAL SAMPLING QTY [ MATERIAL DESCRIPTION INSPECTION CHECKLIST F-1 Structural Steel 0 H.S. Bolts H.S. Bolts Plans/Specs o Masonry 0 Prisms 0 Conc. PSI Clearances o Concrete 0 Mortar/Grout 0 Grout PSI Positions o Fireproofing Conc. Cylinders 0 Mortar PSI Sizes E] Other: 0 Fireproof Steel #5, 6x6-10x10 Laps F1 Other: 0 Other: 0 Elect/Wire o Consolidation o Other: Other: 0 Fireproof 0 Torque Ft.Lbs: E) Other: 0 Other: 0 Other: 0 Other: E] Other: 0 Other: 0 Other: 0 Other: ltrct-urcMtL)FKtLIMINAKY I<Al-( INF'UlI0N 10 INCLUDE WIFE MESH AT THE—SE-G-01\10 —FL"®®R®MP®SI1EDECK. THE FOLLOWING ITEMS ARE EITHER INCOMPLETE OR DO NOT COMPLY. EXTEND REINFORCING STEEL TO 5' PAST OPENING AT LINES 3.7/C.9. PROVIDE CONTINUOUS LAP AT THE ELEVATOR OPENING LINES D/2.9,3. LAY OUT AND TYING OF PERIMETER STEEL AND MESH IS INCOMPLETE, IN PROGRESS. FASTEN SLAB TIES TO DECK. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covfrs the locations f h ork inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City of SID #350 ) 1(j. 10/20/03 Signature Date .............. ........................................................................................................................................................ Time Start: 4:00 Time Stop 5 30 Copies of report submitted to: , Structural Inspections "A Special Inspection Company" - 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 INSPECTION ' MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTiON CHECKLIST 0- Structural Steel D.,H.S. Bolts •...-. 0 H.S. Bolts Plans/Specs.. E] Masonry ' 0 Prisms 0 Conc PSI Clearances _________ ________________ 0 Concrete 0 Mortar/Grout - 0 Grout PSI Positions 0 Fireproofing 0 Conc. Cylinders 0 Mortar PSI Sizes o Other: •. - 0. Fireproof ,. . Stéei #5, 6x6-l0xl0 Laps Z Other: REBAR 0 Other: 0 Elect.f\Nire 0 Consolidation o Other: 0 Other: -. - 0 Fireproof 0 Torque Ft.Lbs: o Other 0 Other 0 Other 0 Other o Other: 0 Other: 0 Other: . 0 Other: Inspection Report Project Name CARLSBAD SELF STORAGE 'D Page 1 of 1 Report # 82 Project Address 2235 PALOMAR AIRPORT ROAD Permit #_CB021425 Architect LAURENCE WINTERS File #: N/A Engineere RASKIN ENGINEERING DSA # N/A 'Contractor: HALLIDAY CONSTRUCTION Other MODERN MASONRY I-'J-OtML) INSF'U I ION UI- I REBAR AND MESH. VERIFIED ITEMS PREVIOUSLY REPORTED 10/20/03 HAVE BEEN ADDRESSED. ITEM # 1 EXTEND REINFORCING STEEL TO 5' PAST OPENING AT LINES 3.7/C.9 IS, COMPLETE, CORRECT. ITEM # 2 PROVIDE CONTINUOUS LAP AT THE ELEVATOR OPENING LINES D/2.9, 3 HAS NOT BEEN ADDRESSED. . ,' .. . . •. -. .- - '. ' - ITEM # 3 LAY OUT AND TYING OF PERIMETER STEEL AND MESH IS COMPLETE, BUT - THROUGHOUT THE DECK THERE ARE AREAS WHERE THE MESH -IS ABOVE THE 4" DECK THICKNESS. 'IN ' PROGRESS. ITEM #4 FASTEN SLAB TIES TO DECK HAS NOT BEEN ADDRESSED: S ' = S I I I -- c CERTIFICATION OF COMPLIANCE - Al' reported work unless otherwise n ed complies wit p oved plans - : specifications and applicable sections of the building codes..This report cove the bc th w rk inspected and does not constitute opinion or project control Inspector MARIO BATTAGLIA Cert. City of SD #350 10/21/03 Signature Date -: - .4 . . -, ' '• insp. Date Day 1 10/21/03 i. Day 2 Day 3 Day 4 Day 5 Time Start 400 I I Time Stop 530 r Copies of report submitted to I. -- , . .,._. . --4 •,, -- (4 -. I - S - - -1 -, . - - V - -- -- , S .-• •,. I V 4 4 Structural Inspections. "A Special Inspection Company" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 I_INSPEc ION MATERIASAMPLING ____,.QTY ' MAT ERiAL!DESCF iPTiON- _•''j INSPEcTION .cHEcKLisT-J E] Structural Steel 0 H.S. Bolts •. s,-. -. - 0 H.S. Bolts Plans/Specs o Masonry , 0 Prisms 411 __________ 0 Conc. PSI Z clearances El Concrete ' 0 Mortar/Grout 0 Grout PSI Positions o Fireproofing 0 Coric Cylinders 0 Mortar PSI Size's E] Other: • 0 Fireproof steel" #5, 6x6-10x10 Z Laps - Other: REBAR . Other: - . ' 0 Elect./Wire -• 0 Consolidation • * Other: ' Other: . 0 Fireproof 0 Torque Ribs: 0 Other: - 0 Other: , . ' 0 Other: • 0 Other: - E] Other: 0 Other: ,' E] Other: E] Other: Inspection Report - Project Narhe CARLSBAD SELF STORAGE D Project Address:2235 PALOMAR AIRPORT ROAD Architect LAURENCE WINTERS Engineer RASKIN ENGINEERING Contractor HALLIDAY CONSTRUCTION I . - '•.. Page: _1 of 1 Report #: 83 Permit #: CB021425 File #: N/A DSA #: N/A '. Other: MODERN MASONRY PERFORMED REINSPECTION OF THE REBAR AND MESH. . VERIFIED ITEMS PREVIOUSLY REPORTED 10/20/03,10/21/03 HAVE BEEN ADDRESSED. ITEM # 1 EXTEND REINFORCING STEEL TO 5' PAST OPENING AT LINES 3.71C.9 IS COMPLETE,' CORRECT -. ITEM #2 PROVIDE CONTINUOUS LAP AT THE ELEVATOR -OPENING LINES D/2.9, 3 HAS BEEN ADDRESSED AND ACCEPTED.•. ITEM # 3 LAY OUT AND TYING OF PERIMETER STEEL AND MESH IS COMPLETE AND ACCEPTED. . ITEM #4 FASTEN SLAB TIES TO DECK HAS BEEN ADDRESSED AND ACCEPTED I fi * CERTIFICATION OF COMPLIANCE All reported work unless otherwise noted complies with approved plans specifications and applicable sections of the building codes This reportJcovse locations f e work inspected and does not constitute opinion or project control Inspector: -MARIO BATTAGLIA Cert City of SD #350 10/22/03 Signature Date 4 Insp Date Day 1 10/22/03 Day 2 Day 3 Day 4 Day 5 TimeStart:' 7:00 Time Stop 830 " - } _,j •• ' •.',' , Copies of report submitted to d ' , -1 •, 44 Structural Inspections "A SPECIAL INSPECTION COMPANY' 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project Name:. CARLSBAD SELESTQRAGE.D - Page: 1 oft -. _.Report-#: 74 ProjectAddiess._2235PALOMARAIRPORT-ROAD- ----- - PetutiL#: CBO2t425 Architect: LAURENCE WINTERS -. File #: N/A - Engineer— RASKIN ENGINEERING--- -•- - -• - •DSA#: N/A -- - - Conti actor_PtALLIDAY CONSTRt)CFtON---- - - --Other MODERN MASONRY .i. Q Structural Steel -- D H.S. Bolts- --- - -Q H.S-Bolts----- - -lans/Specs -- - -. —Masecwy- - Q Prisms - - -- -Q cone. -PSI —' -a—Clearances Q—eoncre - -- 0 Mortar/Gmt* 0 Fireproofing Q Conc. Cylinders--- - ' MortarPSP TY-M/1800 a Other ' Fireproof— -. - —5 W--93r5 6, DOtheF 0 Other: DErtflMre flTnsolidation 0 Other: 0 Other: 0' Fireproof Q' Torque Ft.Lbs: Q Other: Other: Q Other: Q" Other: D, Other: 0 Other: - _[]other: - L Other: M)Nl IVNEO THE LAY-UP-0E-8 -eMtJ-A --THE SEC- 01415r THE BUIL DtNG- -WALLS. LAYUP IS INCOMPLETE, IN PROGRESS. - INSPECTED-REBAR FOR SIZE,CRADE, LAP, OA14OWCIEARANQES. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved--plans, specifications and-applicable sections-of-the bui1ding-codcs. This report covers- ions- of the- ork inspected and does not constitute opinion or project control. / IRS oc—MARIO BMTAGLIA —CerL C SD-#350__ - al 03 Insp. Date: :------------P!!. --------:-Etr2 --P:- - - ---- Da -S-- :Time-start: ---- 10:0D- ---------------------------------------- -" - - ' ---------------0 . -- Copies of report submitted-to - - - - ' Struct -_1-n&p__g.-_dions-_-__.___ - A SPECIAL !NSPECflON COMPANY" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912; Fax: (619)749-569a, Cell: (619) 770-9559, Pager: (619r907-351l Inspection Report Projed Nim CARLSBAD SF1 F STQRA(F fl -. Page: 1 of _ Project Addy ess;_22RALOMAft-AtRPORROAD- - Petrtt# CBO2t425 — Architect* LAURENCE WINTERS - • Fife #: N/A Engineer._ RASKIN ENGINEERING.— - - - DSA #:N/A Contractor HALLIDAY CONSFRUCTtON -----,Other MODERN-MASONRY -- o Structural Steel H.S. Bolts.-. -- H-.SBoIts-- is/Specs Masomy Prisms - - - Cene.PS= -Glearances -0 Concrete Q Mortar/Grout - --- - --- -D=--GroutPSl=- - -R-_-Positions o Fireproofing 0 Conc. Cylinders ..turrFl= TY-M/1800 -Sizes 0 Other Q Fireproof- -- rStF #34;56, Thps-- .-0 Other: 0 Other: . - rrTElect./Wire.. QConsolidation D Other: 0 Other: 0 FireprooV -Torque FtLbs: - 0 Other: 0 Other: Other: Other: 0 Other: fl Other: [J Other: 0_ Other: PERFORMED. PERIODIC SPEC-IAL-INSPECTION ON-THE EAUP OF 8" CMU SECOND LIFT, -F1ST -' FLOOR. LAY-UP IS INCOMPLETE AT LINE D. ALL OTHER LOCATIONS COMPLETE. INSPECTED-REBAR FOR. SIZE CRADE, LAP, LOCATION, CLEARANCES. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise. noted, complies witIàpprpved.p1ans, specificatietis and-ap1icabIe sections- -ef-the building- codes. Ties- rep covers-the s- of ther-ork inspected and does not constitute opinion or project control. lnspecto MARL BATTAGUA —C-cit -. Cft fSD.#350 .. . .. . . 8//03 -------------------------------------------------------------- lfl9 DOtC - D61 &3 D2 r De y4 ----- -..- ------------------------ :Timesta4- -woo. - ..- ---------------------T-:----------------------------------------------- Structural Inspections. A SPECIAL INSPECTION COMPANY' 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-491Z Fax: (619) 7495593 Cell: (619) 770-9559; Pager: (619 907-3511 Inspection Report Project Name: CARLSBAD SELF-STORAGE-.D_ - Page: 1 oLt ReparL#_76 Project 2235PALOMARAIRPORT-ROADr- -P#-CBO2i'425 - - Architect: LAURENCE WINTERS File* N/A V Engieer RAS1N. ENGINERING------- --- - - - DSA #: N/A COaCtOFHALUDAYV CONSTRUCTION-- _- - - Other MODERttMASONRY - - V - _J -D Structural SteeL-- H.S. Bolts— -- . WoliFti/specs 'VMasenyr • . Pnsms -------- -9r-ConcP&— . - E[ Comxxete - Mortar/Grout- - ---3GROUT -Qr-Grout-PS$-r-- POSitiOflS Q Fireprofing- 0 conc. Cytiners- - -DMe4aFPSr Sizes V Dr 0ffier V__ VQ Fireproof Dr Other' V Other: Ett:ftN V Cisolidatioñ Q Other: D Other: •V Q Fireproof •DV Torque Ft.Lbs: Other: Q Other: - 0 ••QOther: - - [[J E] Other: 0 Other: D Other: Q Other: --- VERIFIED-ALL CMU AT THESECOND±1F1? OF -THE FIRST-FLOOR IS COMPLETE-LAID, -UP'At 4G - LINE D. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION, CLEARANCES. V — MONITORED THE PLACEMEN-GONSOUDATIONVV OF 17-O-CUB1C. YARDSV OF GROUT AT—THE SECOND LIFT OF THE FIRST FLOOR, BETWEEN LINES (A-D) AND (2-3)3-4 (A-D), AND 2 INTERIOR_W10 WALLS-AND-I- INTERIOR-W7 WALL - - OBTAINED ONE SET OF 3 GOULSAMELES. V V GROUT-SUPPLIED BY HANSON. V CERILEIcAIIVON.OF COMPLIANCE—All-reported work- unless otherwise noted, compli - h approved plans, specifications and applicable sections of the building codes. -This report covers t I tions-of--the---work inspected _and _does .n.ot constitute opininn_nr_prnLect_control. V lnspeátor: MARIO BATTAGLIA Cert: City of SDó--------. * -- — —8/6/03 Linsp Date: ............. . ~_.Pqy ---- -Time Start: 1-2:00- V 2top- --------- Copies of reportsutsrntflad to: l n Date Sre=ti_---I,---- Da4 ------------------ DayV - - — r ------------------------ I ---------------- J ---- — ------ -, -- ----= ---- --- 1- - _. - ------ -- --- - ------------ : Structural Ins-pg-ctions- ~ ASp--ciA,LDvsp--c77o)vComPAmy-I - - 440 TilliAg Way, El Cajon, CA 92020 - Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager (619) 907-3511 Inspection Report - Project Name: CARLSBAD SELESTORAGE 0 -- Page: _1 oLt.__Report #: 77 Project Address:- 2235 PALOMAR AtRPORF-ROADr-------- --Permit #: CB021-425 — Architect: LAURENCE WINTERS File* N/A Enginee_RASKIN ENG1NEER1N.------ - --- •---- --DSA#: N/A Contractor I-bkLLIDAY CONTRUC-TtOft-------- ---Other: MOOERNMASONRY - .0 StructuraiSteel- . 0 H.S. Bolts - - - - --- -Q H.S-Bolt----- - .-. Plans/Specs- Masonry -- 0 Prisms .-, --- -- ConePL - : clearances, Q Concrete - 0 Mortar/Grout- -- - - --GroutPSt---- ----" . Positions— - 0 Fireproofing 0 Conc. Cliflders- MortarPSt- - Sizes o Other 0 Fireproof StFT11v5 6, --0 LapsTLr - ] Other 0 Other: - - QEtétJNire . Conliätión - Q Other: 0 Other. - Fireproof-- Q Torque FtLbs: 0 Other: 0 Other: J Other - Q Other: 0 Other D Other: Other Other: PERFORMED PERIODIC SPECIAbjNSpECTION-ONrThE LAY4JP OF 8"-CMtY AT 1]-tE9HtRD LIFT WIO WALL. LAY-UP IS IN PROGRESS AT PERIMETER WALLS. WIO WALLS ARE COMPLETE. AT-THIRD LIFT. -. CERIIEICATION0F COMPLIANCEAILreported work,, unless otherwise nc 5, specifications and applicable sections of the building codes. This report rk inspected and doas not constitute npinion or prnjPct control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 ---------jV-- -j.- •- .- \- - —817/03 - Signat --- \ -- Hns. Date---D18/7iD3 ---0ay4------ Time-Start-- i-cn- •------ ------:. --- - : -- - -:--- Time:Stop Copies of repotsubmiIttD: - -. Structural inspections "A SPECIAL INSPECTIOAfCOMPAI'l'Y" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619)749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project Name: CARLSBAD SELF STORAGE D Project Address: 2235 PALOMAR AIRPORT ROAD Architect: LAURENCE WINTERS Engineer: RASKIN ENGINEERING Contractor: HALLIDAY CONSTRUCTION Page: 1 of I Report #: 78 Permit #: CB021425 File #: N/A DSA #: N/A Other: MODERN MASONRY o Structural Steel H.S. Bolts H.S. Bolts Plans/Specs Masonry 0 Prisms Conc. PSI Clearances o Concrete Mortar/Grout 3GROUT Grout PSI 3000 Positions o Fireproofing 0 Conc. Cylinders Mortar PSI Sizes o Other: 0 Fireproof Steel # 5.2. Laps C] Other: 0 Other: ElectiWire Consolidation o Other: 0 Other. Fireproof Torque Ft.Lbs: o Other: 0 Other: Other: 0 Other: o Other: 0 Other: Other 0 Other: INt-'A... I tU UOMI-'Lt It (.MU LAY-UP I HIKL) LIFT OF W10 WALLS INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION, CLEARANCES, PRIOR TO GROUT PLACEMENT AT THE NOTED WI 0 WALLS AND THE SECOND LIFT OF BUILDING D. LINE D, SECOND LIFT OF W7 WALL LINE 1.5. MONITORED THE PLACEMENT, CONSOLIDATION. OF 1.5.0 CUBIC YARDS OF GROUT AT THE ABOVE NOTED WALLS. OBTAINED ONE SET OF 3 GROUT SAMPLES. GROUT SUPPLIED BY HANSON. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, corn i jith approved plans, specifications and applicable sections of the building codes. This epo h Iodations of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 8/8/03 Sig ure V Date Day 2::0ay3:----------------------------------:Day 5: Time Start: : 11:00 : LTJm..e Stop: ----:00 Copies of report submitted to Structural I nsp gdIG11S 'A SPE-CFAC- 440-T-fing Vay, Ercajon, CA9202O- •-- - Terephone: (619) 7494912, Fax: (619) 749:593 Cell: (619)770-9559, Pager: (619) 907-351T Inspection Report i'roec-riameUAKL61 AL - --wage: I ot-1-------- Q4. 19 ProjectA&Jqe,:_2235! Pei. #: CB&242& Architect LAURENCE WINTERS File #: NIA -- - Engineer: RASKIN ENGINEERLN___ ___- DSA#: N/A Cntrddor. H'ALLIDAY CONSTRt1€TtON=------ -Other. MORN-MASONRY - O Structural Steel - H.S. Bolts-----. _LT_ :0 HS1 Plans/Ss- Masonry- . Prisms ------- -9-CoeP Clearanees=- El- Concte Q Mortar/Grout— - ----- -r-GroutrPS1=--_TY-M/1800 - Positions — Fireproofing Conc. Cylinders-- DMOrtaFPS Sizes - Q- Other- 0 Fireproof tetL_56 . Laps-.7' Q Other: 0 Other: DEtetJWireiJ. Con.sólldation D Other: 0 Other: Q Fireproof_ Torque FtIb: El Other: Other: Other: --- Q" Other. - El Other: 0 Other: [3. Other: 0 Other: PERFORMED PERIODIC SPECIAL INSPECTLON ON THE LAY-UP OF 8" CMU, FQURTH UFT OF W10 WALLS. LAY-UP IS COMPLETE AT I WALL, IN PROGRESS AT-LINE-C.--- INSPECTED REBAR FORSIZEGRADEi rLOCAT1ONirCLEARANCES. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies-with approved-plans, specifications and applicable sections_oLthct building codes This report covers_theJ of the_work inspected and does not constitute opinion or project control. • -• - Inspector__MARIO B&TTAGLIA Cert: City of - - - -. - - - - - 8/1,1 /03 ------------------------------------------------------------------ Ins q• -- ------------------ -----------------::— -------:pay--- ---------oay-- - - - - •----: • • Copies of report submitted to: . - Structural inspections A SPECIAL INSPECTION COMPANY' 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693; Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project Name: CARLSBAD SELF STORAGE-D-. Page: 1 of t Report* 80 Project Address: 2235 PALOMAR AIRPORT ROAD- Permit #: CB02-1 425- Architect:LAURENCE WINTERS File #: N/A• Engineer RASKIN ENGINEERING DSA #: N/A Contractor:HALLIDAY CONSTRUCTION- Other: MODERN-MASONRY [J Structural Steel . (J H.S. Bolts H.S. Bolts - . Plans/Specs Masonry. Prisms a Conc.ESL. - Clearances- E] Concrete ., 0 Mortar/Grout- - - Grout-PSI- 3011501/.3000- - Positions- Fireproofing 0 Conc. Cylinders- 0. Mortar-PSI- Sizes- 0 Other: 0 Fireproof - Steel- #-5, 7 - - Laps- Other: •- 0 Other: - -E-.Elect-Mire Consolidation Other 0 Other Fireproof 0 Torque Ft Ls O Other Other Other Other D_Other: [J. Other: fl..Other: =Other: - - INiI-'tCIU Will 11 WALLS UR ,COMF'LETION, VERIFIED REBAR FOR_SIZE, GRADE,. LOCAIJON, AND CLEARANCES PRIOR TO GROUT PLACEMENT. MONITORED--TH T, - E PLACEMENCONSOL N CU IDATIO CE -.7.0 BIC-YARDS og-GROU L T AZ-- - - FOURTH LIFT OF THE W10 WALLS. - OBTAINED ONE SET OF-PRISM SAMPLES. . GROUT SUPPLIED BY SAN DIEGO READY- MIX. CERTIFICATION OF COMPLIANCE: -All reporte1 work, unless otherwise nc specifications and applicable sections of the building codes. This report - inspe't'd and does not t'I stitiitp opinion or prnjtf coi]trol. 11 ( - - City inspector: MMKIU UA I IA(5LIA Gert: city of SD #350 - jV ( / () / 8/1203 - Dat -- e/I2it:33 --- : D-2----- D Dey+- Day5 - -- '-:Timectat --:•-t-2,ee ----------------------------------- ------:• : 2:3 - -. - !.Th-eSt9P: --------°---•.:------------------------------------------------------------------------ cp1es•oiYeporrsubm ---r- - - -. - ns, the TESTING SERVICES & INSPECTION INC. 3030 Main Street A Quality Assurance Firm" San Diego, CA 92113 ('619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD STORAGE Permit Number: CB 021475 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: RASKIN ENGINEERING Job Number: N/A Contractor: HALLIDAY CONSTRUCTION I Other: MODERN MASONRY Sample Data Report of: Concrete Mortar Grout Other: PRISM Supplier Placement Date: Time: HANSON . 8-12-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 3K7SK 3011501 531040 1 Design Strength: Required Strength (17 c): Air Content: Concrete Temp.: 3000 3000 N/A 82° F Type Cement: Admixture: Time in Mixer N/A N/A 60 MINUTES Unit Weight: Slump: N/A T. Location of Placement: 4 LIFT, W10 INTERIOR WALLS Special Test Instruction or Remarks: S N/A ASTM Test (s) Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) [JSLUMP (C143) EZ TEMPERATURE (C1064) [] MAKING & CURING CONCRETE IN FIELD (C31) El AIR CONTENT BY PRESSURE METHOD (C231) [1 AIR CONTENT BY VOLUMETRIC METHOD (C173) E UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: Date Received in Lab: MARIO BATAGLIA Laboratory Data Age Field Lab Control Date Dimensions Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1151 A 08-19-03 75/8" x 77/8" 58.14 149,090 2,564 N/A 28 Days 03-1151 B 09-09-03 75/8" x 77/8" 58.14 178,350 3,067 N/A 28 Days 03-1151 C 09-09-03 75/8" x 77/8" 58.14 179,480 3,087 N/A Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN 11 II llh1 ,(CONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone. Shear Columnar & & o FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 TESTING SERVICES & INSPECTION INC. 3030 Main Street 4 Quality Assurance Firm" San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: RASKIN ENGINEERING Job Number: N/A Contractor: HALLIDAY CONSTRUCTION I Other: N/A Sample Data Report of: Concrete Mortar Grout ,/ Other: Supplier Placement Date: Time: HANSON 8-08-03 N/A Mix Description: Mix Number Ticket No.: LOad No.: 3000 PSI 7SK 3011501 529845 1 Design Strength: Required Strength (f'c): Air Content: Concrete Temp.: 3000 3000 N/A 80° F Type Cement: Admixture: Time in Mixer N/A I N/A 60 MINUTES Unit Weight: Slump: N/A 9" Location of Placement: 2ND LIFT, LINE D Special Test Instruction or Remarks: N/A ASTM Test (s) Performed: [] SAMPLING FRESHLY MIXED CONCRETE (C172) []SLUMP (C143) EZ TEMPERATURE (C1064) MAKING & CURING CONCRETE IN FIELD (C31) LI AIR CONTENT BY PRESSURE METHOD (C231) [1 AIR CONTENT BY VOLUMETRIC METHOD (C173) [I] UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: Date Received in Lab: MARIO BATFAGLIA 08-12-03 IF 1 i..aDoratory_i'ata Age Field Lab Control Date Dimensions Test Area Max Load Compressive- ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1145 A 08-15-03 3 x 6 9 28,000 3,110 N/A 28 Days 03-1145 B 09-05-03 3 x 6 9 39,000 4,330 N/A 28 Days 03-1145 C 09-05-03 3 x 6 9 37,750 4,195 N/A Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN I CONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone Shear Columnar & & 0 FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 TESTING SERVICES & INSPECTION INC. 3030 Main Street ES:3 "A Quality Assurance Firm" San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: N/A Job Number: N/A Contractor: HALLIDAY CONSTRUCTION Other: N/A Sample Data Report of: Concrete Mortar/ • Grout Other: Supplier Placement Date: Time: QUIKRETE 7-25-03 N/A Mix Description: Mix Number Ticket No.: Load No.: MASON MIX TY.M N/A N/A Design Strength:' Required Strength (17 c): Air Content: Concrete Temp.: 1800 1800 N/A N/A Type Cement: Admixture: Time in Mixer N/A I N/A 10 MINUTES Unit Weight: Slump: N/A N/A Location of Placement: 8" CMU, 1S1 LIFT BUILDING D, LINES D (2.5-3) Special Test Instruction or Remarks: N/A ASTM Test (s) Performed: 7,1 SAMPLING FRESHLY MIXED CONCRETE (C172) 'SLUMP (C143) TEMPERATURE (C1064) MAKING & CURING CONCRETE IN FIELD (C31) El AIR CONTENT BY PRESSURE METHOD (C231) fl AIR CONTENT BY VOLUMETRIC METHOD (C173) E UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: Date Received in Lab: - . MARIO BATFAGLIA I 1 07-30-03 __________ Lavoratory_ata . . . Age Field : . Identity Lab Control Number Date Tested Dimensions Inches Test Area SQ. Inches Max Load - Pounds Compressive Strength PSI ASTM C39 Fracture 07 Days 03-1130 A 08-01-03 2 x 4 3.14 7,600 2,420 N/A 28 Days 03-1130 B 08-22-03 2 x 4 3.14 9,250 2,946 N/A 28 Days 03-1130C 08-22-03 2 x 4 3.14 -9,750 3,105 N/A Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN [11 1l] Eli] llh1 I CONFORMS 0 DOES NOT CONFORM A B C D E - Cone Cone Cone Shear Coluthna & & o FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 A Quality Assurance Firm" TESTTNG SERVICES & INSPECTION INC. 3030 Main Street San Diego, CA 92113 619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: N/A Job Number: N/A Contractor: HALLIDAY CONSTRUCTION I Other: DEM CON Sample Data Report of: Concreted' Mortar Grout Other: Supplier Placement Date: Time: HANSON 7-21-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 40006.9SK 4033500 519971 14 Design Strength: Required Strength (f'c): Air Content: Concrete Temp.: 4000 3000 N/A 84F Type Cement: Admixture: Time in Mixer N/A DARAPEL 50 MINUTES Unit Weight: Slump: N/A 43/4' Location of Placement: S.O.G. LINES B-C (1-2) Special Test Instruction or Remarks: 1@7,2@28,1@ HOLD, SAMPLE #2 ASTM Test (s)Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) []SLUMP (C143) TEMPERATURE (C1064) MAKING & CURING CONCRETE IN FIELD (C31) [I] AIR CONTENT BY PRESSURE METHOD (C231) C] AIR CONTENT BY VOLUMETRIC METHOD (C173) [1 UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: Date Received in Lab: MARIO BA1TAGLIA 07-22-03 Lahorathry 1)4ti Age Field Lab Control Date Dimensions Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1124 A 07-28-03 6 x 12 28.27 99,500 3,520 D 28 Days 03-1124 B 08-18-03 6 x 12 28.27 141,000 4,990 A 28 Days 03-1124C 08-18-03 6 x 12 28.27 142,000 5,030 A HOLD 03-1124 D HOLD Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN [/ [[] [II1 [I] ICONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone Shear Columnar & & 0 FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 A Quality Assurance Firm" TESTING SERVICES & INSPECTION INC. 3030 Main Street San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: N/A Job Number: N/A Contractor: HALLIDAY CONSTRUCTION Other: N/A Sample Data Report of: Concreted' Mortar Grout Other: Supplier Placement Date: Time: HANSON 7-21-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 4000 6.9 SK 4033500 520286 33 Design Strength: Required Strength (f'c): Air Content: Concrete Temp.: 4000 3000 N/A 84° F Type Cement: Admixture: Time in Mixer N/A . DARAPEL 40 MINUTES Unit Weight: Slump: N/A . 6" Location of Placement: FOOTINGS LINES D (3.84) Special Test Instruction or Remarks: 1@7,2@28,1@HOLD,SAMPLE#3 ASTM Test (s) Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) SLUMP (C143) TEMPERATURE (C1064) MAKING & CURING CONCRETE IN FIELD (C31) J AIR CONTENT BY PRESSURE METHOD (C231) F1 AIR CONTENT BY VOLUMETRIC METHOD (C 173) [1 UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: Date Received in Lab: MARIO BATI'AGLIA 07-22-03 Laboratory Data Age Field Lab Control Date Dimensions Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1123 A 07-28-03 6 x 12 28.27 104,000 3,680 C 28 Days 03-1123 B 08-18-03 6 x 12 28.27 135,500 4,790 A 28 Days 03-1123C 08-18-03 6 x 12 28.27 136,500 4,830 A HOLD 1 03-1123 D HOLD . Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE F, CHARGE OF RCE #C26676 DENNIS ZIMMERMAN [[] [] 11. [] '(CONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone • Shear , Columnar & & O FOR INFORMATION ONLY • Split Shear - , . • Sketches of Types of Fractãres Per-ASTM c39. .. "A Quality Assurance Firm" TESTING SERVICES & INSPECTION INC. 3030 Main Street San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: N/A' Job Number: N/A Contractor: HALLIDAY CONSTRUCTION Other: DEM CON Samnie Data Report of: Concrete/ Mortar Grout Other:' -Supplier Placement Date: Time: HANSON 7-21-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 40006.9SK 4033500 519830 5 Design Strength: Required Strength (f'c): Air Content: Concrete Temp.: 4000 3000 N/A 82° F Type Cement: Admixture: Time in Mixer N/A I AST C-494 TY.0 50 MINUTES Unit Weight: Slump: N/A 41/2" Location of Placement: FOOTINGS 1 (C-D) Special Test Instruction or Remarks: 1@7,2@28,1@ HOLD, SAMPLE #1 ASTM Test (s) Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) [?]SLUMP (043) TEMPERATURE (C1064) [] MAKING & CURING CONCRETE IN FIELD (C31) 'AIR CONTENT BY PRESSURE METHOD (C231) fl AIR CONTENT BY VOLUMETRIC METHOD (C173) fl UNIT WEIGHT, YIELD 7, AIR CONTENT (038) Samples Made by: Date Received in Lab: - ' MARIO BArrAGLIA 1 7-22-03 Labnrntnry flifi Age Field Lab Control [ Date Dimensions [ Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI ' Fracture 07 ' Days 03-1122 A 07-28-03 6 x 12 28.27 106,000 3,750 C 28 Days 03-1122 B 08-18-03 6 x 12 28.27 144,000 5,090 A - 28 Days ' 03-1122 C 08-18-03 6 x 12 28.27 144,000 5,090 A HOLD 03-1122 U HOLD Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE CHARGE OF RCE #C26676 DENNIS ZIMMERMAN ICONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone Shear' ' ' Columnar & & DFOR INFORMATION ONLY . Split Shear Sketches of Types of Fractures per ASTM C39 - : '4 Quality Assurance Firm" TESTING SERVICES 6 INSPECTION INC. 3030 Main Street San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING D Permit Number: CB021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: RASKIN ENGINEERING Job Number: N/A Contractor: HALLIDAY CONSTRUCTION Other: N/A Sample Data Report of: Concrete Mortar Grout I Other: Supplier Placement Date: Time: HANSON 8-06-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 7SK 3011501 528375 1 Design Strength: Required Strength (f'c): Air Content: Concrete Temp.: 3000 2000 N/A 800 F Type Cement: Admixture: Time in Mixer N/A N/A 60 MINUTES Unit Weight: Slump: N/A . T. Location of Placement: 2 ND LIFT, CMU WALLS Special Test Instruction or Remarks: N/A ASTM Test (s) Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) []SLUMP (C143) [] TEMPERATURE (C1064) [] MAKING & CURING CONCRETE IN FIELD (C31) El AIR CONTENT BY PRESSURE METHOD (C231) fl AIR CONTENT BY VOLUMETRIC METHOD (C173) [I] UNIT WEIGHT, YIELD, & AIR CONTENT (C138) Samples Made by: ' Date Received in Lab: MARIO BATfAGLIA 08-08-03 Laboratory Data Age Field Lab Control Date Dimensions Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1143 A 08-13-03 3 x 6 9 30,000 3,330 N/A 28 Days 03-1143 B 09-03-03 3 x 6 9 42,500 4,720 N/A 28 Days 03-1143 C 09-03-03 3 x 6 9 42,500 4,720 N/A Lab Use TESTS PERFORMED UNDER THE RESPONSIBLE I] [III CHARGE OF RCE #C26676 DENNIS ZIMMERMAN ,(CONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone Shear Columnar & & o FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 - TESTING SERVICES & INSPECTION INC. 3030 Main Street "A Quality Assurance Firm" San Diego, CA 92113 (619) 234-9904 (619) 234-4931 Fax REPORT OF COMPRESSION TESTS Project Name: CARLSBAD SELF STORAGE BUILDING 0 Permit Number: 03021425 Project Address: 2235 PALOMAR AIRPORT ROAD File Number: N/A Architect: LAURENCE WINTERS Engineer: N/A Job Number: N/A Contractor: HALLIDAY CONSTRUCTION I Other: N/A Sample Data Report of: Concrete Mortar Grout,/ Other: Supplier Placement Date: Time: HANSON 7-30-03 N/A Mix Description: Mix Number Ticket No.: Load No.: 7SKPU 3011501 525027 1 Design Strength: Required Strength (f'c): Air Content: . Concrete Temp.: 3000 2000 N/A 80' F Type Cement: Admixture: Time in Mixer N/A N/A 60 MINUTES Unit Weight: . Slump: N/A 9" Location of Placement: 1ST LIFT CMU WALLS Special Test Instruction or Remarks: SAMPLE RECORDED 6 DAYS AFTER PLACEMENT DATE. ASTM Test (s) Performed: SAMPLING FRESHLY MIXED CONCRETE (C172) I1SLUMP (C143) TEMPERATURE (C1064) [] MAKING & CURING CONCRETE IN FIELD (C31) [I AIR CONTENT BY PRESSURE METHOD (C231) El AIR CONTENT BY VOLUMETRIC METHOD (C173) E UNIT WEIGHT, YIELD, & AIR CONTENT (C 138) Samples Made by: Date Received in Lab: MARIO BATITAGLIA - 8-05-03 aooratory_iara Age Field Lab Control Date Dimensions Test Area Max Load Compressive ASTM C39 Identity Number Tested Inches SQ. Inches Pounds Strength PSI Fracture 07 Days 03-1136 A 08-06-03 3 x 6 9 27,500 3,060 N/A 28 Days 03-1136 B 08-27-03 3 x 6 9 40,000 4,440 N/A 28 Days 03-1136C 08-27-03 3 x 6 9 39,750 4,415 N/A Lab Use 7TETS PERFORMED UNDER THE RESPONSIBLE RGE OF RICE #C26676 DENNIS ZIMMERMAN ,(CONFORMS 0 DOES NOT CONFORM A B C D E Cone Cone Cone Shear Columnar & . & 0 FOR INFORMATION ONLY Split Shear Sketches of Types of Fractures per ASTM C39 o Structural Steel E] H.S. Bolts 0 H.S. Bolts Plans/Specs Masonry 0 Prisms 0 Conc. PSI Clearances o V Conórete V V 0 Mortar/Grout V V • V 0 Grout PSI Positions o Fireproofing . 0 Conc. Cylinders V Mortar PSI TV-S /1800 V V Sizes ' V O Other: . 0 Fireproof V !•V 0 Steel #5,6, Laps O Other: - V 0 Other: Elect iWire 0 Consolidation o Other: V 0 Other: • 0 Fireproof 0 Torque Ft.Lbs: o Other: Other: V Other: Other: E] Other: Other: V 0 Other: 0 Other: PERFORMED PERIODIC SPECIAL INSPECTION ON THF I AY-OIJT ANfl I AY-1 IP OF R"(MI I tA1AI I Structural Inspec iqp. t 4 f 1 "A SPECIAL INSPESC770N COMPAW 2003 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, P ger: (6)7_ RLSHAn Inspection Report Project Name: CARLSBAD SELF STORAGE D . Page: 1 of I Report* 66 Project Address: 2235 PALOMAR AIRPORT ROAD Permit #:CB021425 Architect: LAURENCE WINTERS . File #: N/A Engineer:RASKINENGINEERING DSA #: N/A V , Contractor: HALLIDAY CONSTRUCTION her: DEMCON' V V PIERS. LAY-UP IS IN PROGRESS. INSPECTED REBAR FOR SIZE , GRADE, LAP, LOCATION, CLEARANCES. V INSPECTED MORTAR FOR PROPER MIXING AND HANDLING. NOTE: DURING LAY-OUT IT WAS NOTED THAT #5, 6 BARS AT 3 LOCATIONS WERE - PLACED OUTSIDE OF WALL. CERTIFlCATlONOF COMPLIANCE: All reported work, unless otherwise nôtèd, complies with approved plans, specifications and applicable sections of the building codes. This report covers the lions of the work inspected and does not constitute opinion or project control. Inspector: MARIOBATTAGLIA Cert: City of SD #350 V __ V 7/23/03 ,. Si ature k Date. lnsp Date Day 1 7/2 Day 2 Day 3 Day 4 Day 5 Time Start: : Jme ?9P.-----------:3:30 ---------------- V Copies of report submitted to: •V V . •.: ' V • V I , : •t ,1• ' .,4 V I ••- ' .• . .: V_ V V 'V V VV V • V; . V Structural Inspections "A SPECIAL INBPECflON COMPANY" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 • Inspection Report Project Name: CARLSBAD SELF STORAGE D Page: of I Report #: 67 _1 - Project Address: 2235 PALOMAR AIRPORT ROAD Permit #: CB021425 Architect:LAURENCE WINTERS File #: N/A Engineer: RASKIN ENGINEERING H , DSA #: N/A Contractor_HALLIDAY CONSTRUCTION ____. "Other: DEMCON o Structural Steel 0 H.S. Bolts Q R.S. Bolts )- Plans/Specs Masonry - :0 Prisms ______ 0 Conc. PSI - Clearances' o Concrete 0 MortarlGrout • ________ 0 Grout PSI . .Positions o Fireproofing , 0 Conc. Cylinders 0 Mortar PSI TV-S /1800 .. .Z Sizes 0 Other:' 0 Fireproof 0 Steel #5,6,3 g-taps o Other: . 0 Other: . ' 0 -ElectNVire 0—Consolidation D Other D Other: 13 Fireproof - --Torque Ft.Lbs: El Other: . 0 Other: - Other SIMPSON SET - -Other 5279 o Other: 0 Other: . . . Other: .6" EMBED -fl-Other: %WCUIAL ii'rtL I IUI'I UN I nt IULLUWINIi II tMi 1. INSTALLATION OF #6 DOWELS INTO S.O.G. AT-REVISIEDOPENINGS. 2.PERIODIC INSPECTION OFCMU LAY4JP; 1ST LtFTINCOMPLETE CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted complies with approved plans, specifications and applicable sections- of the building codes-. This- report covers iocatic)ns of the- work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert: City-of SD 0350— -- 7124/03 - Signature - , - Date !nPpa.t.e ----------iD,4---------------- : Time Start: . 11:00 - Da . • — Time Stop 330 4 4 Copies of report submitted to b • . Structural Inspections "A SPECIAL INSPECTION COMPANY" - 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 7-70-9559, Pager: (619) 907-3511 Inspection -Report Project Name: Project Address: Architect: Engineer: Contractor: CARLSBAD SELF STORAGE 0 2235 PALOMAR AIRPORT ROAD LAURENCE WINTERS RASKIN ENGINEERING HALLIDAY CONSTRUCTION Page: 1 of I Report #: 65 Permit #: CB021425 - File#: N/A DSA #: N/A Other: DEMCON , *AkA C] Structural Steel 0 H.S. Bolts 0 H.S. Bolts Plans/Specs o Masonry 0 Prisms - Conc. PSI 4000/4033500 Clearances Concrete 0 Mortar/Grout -0 Grout PSI_ Positions 0 Fireproofing Conc. Cylinders .12 Q .Mortar PSL Sizes Q Other: 0 Fireproof -11 Steel - Laps 0 Other: Other: .13 tWire 0 Consolidation O Other: 0 Other: . 0 Fireproof - O Torque-R.bs: 0 Other: 0 Other. . fl0ther -D Other. - o Other: 0 Other: lJ Other. jJ Other: - MUNI rUFU I F1 Mt1i; (UNULIDA iIUIWJ .UCUblG YAFLS OF 4000 PStCONCRETE AT THE FOOTINGS, S.O.G. OF BUILDING D. - -- - -. OBTAINED 3 SETS- EACH- OF- 4 TES-T-S-AMPLES. SLUMP TEST RESULTS: 1.41/2" - -- - 2 43/4" .3.6. - CONCRETE SUPPLIED-BY-HANSON CERTIFICATION OF COMPLIANCE --Atl-repofed-wock1-unless-otherwise-noted, complies- - eyed-plans, specifications and applicable sections of the building codes. This re rt cove I n of the- work inspected and does not constitute opicion4w.pcct-controI. Inspector: MARIO BATTAGLIA Cert: City of SD #350 - 7/21/03 Sign, re Date -------- Ljy1?i2iIU3----------ioay2---------------------Day4-Day5: -- Time Start: 6:30 :- --------------° : - Copies of report submitted to: Structural Inspections A SPEC/AL INSPECTION COMPANY' - 440 Tilling Way, El Cajon, CA 92020 - 'Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report Project-Name:_CARLSBAD SELF-STORAGE ft Page: of 1- Report#:.68 _1 Project Address: 2235 PALOMARAIRPoRt ROAD Permit #: CO21-425 Architect:LAURENCEWINTERS File #:N/A Engineer: RASKIN ENGINEERANG--. DSA#: N/A Confractor:_HALUDAY CONSTRUCTION' —Other MODERc1 MASONRY AM Q- Structural-Stee----- 0 H.S. Boils-- - - 0- H-8-Bolts-- Plans6pees -- Masuy - - 0 Prisms- -- - "- --, - :' 0- Conc-PSI----- Clearii 0- • Mortar!Grout . ' - :.3m0rtar G Positions 0 Fireproofing- - 0 Conc. CYJjf •y/ [T-Other' Q Fireproó ' - Thteël 95,3,6 Lapi- 171 Other: •. 0 Other: 0 Elect./Wire 0 Consolidation -. Other '- . 0 Other: 4 Fireproof D Torque Ft.Lbs: C] Other: - Other Other: 0 Other: - - E] Other: C] Other Other Other: PERFORMED PERIODIC SPECIAL INSPECTiON-ON--THE LAY-UP OF THE V CMU WALL -r-PIERS PILASTERS, AT THE FIRST LIFT, FOUNDATION OF THE BUILDING, D. LAY-UP IS IN PROGRESS. INSPECTED-MORTAR FORPROPERMIXING HANDLING. OBTAINED ONE SET OF 3 MORTAR SAMPLES FROM THE WALL, LINES D (2-5-- 3). - INSPECTED- REBAR FOR SI-ZE, GRADE, LAP, LOCATION. CLEARANCES * CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved-plans, specifications. and- applicable sections--of--the- -building -codes--- --This--report covers--the- ns-of. the-- work inspected and does not constitute opinion or project control. •-. - - Inspector: MARIO B1TAGLIA - -Cart-. City-of SD-#350---_- - 7i2/0'3 Signtjrq --'-"••-- pay Lpr -:-------------- -- — ---- Time-Start-- . -. - , - - I!top- ----------------- -- ------------------------------------------------------------------------- -- -------------------- - Copies of report submitted to: Structural Inspections "A SPECIAL INSPECTION COMPANY" 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 • Inspection Report Project Name: CARLSBAD SELF STORAGE D Project Address:2235 PALOMAR AIRPORT ROAD Architect: LAURENCE WINTERS Engineer:_RASKIN ENGINEERING Contractor: HALLIDAY CONSTRUCTION Page: _1 of 1 Report #: 69 Permit #: CB021425 File #: N/A DSA#: N/A Other: MODERN MASONRY o Structural Steel H.S. Bolts 0 H.S. Bolts Plans/Specs Masonry 0 Prisms 0 Conc. PSI Clearances o Concrete 0 Mortar/Grout 0 Grout PSI Positions o Fireproofing ',• 0 Conc. Cylinders Mortar PSI Ty-M /1800 Sizes o Other: 0 Fireproof , - Steel #5,6 Laps o Other: 0 Other: Elect.IWire Consolidation Other: 0 Other 0 Fireproof 0 Torque Ft.Lbs: o Other: 0 Other: 0 Other: 0 Other: Other. Other: 0 Other: fl Other: tJtKt-UKMtL) VtKIUUIU SPGIAL INSPGTION ON THE LAY-UP OF THE 8" CMU, AT THE FIRST LIFT, OF THE BUILDING, D. LAY-UP AT LINES 3.5-4 IS INCOMPLETE, IN PROGRESS. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION, CLEARANCES. NOTE: ENDS OF WALLS AND JAMBS HAVE DOWNSIZED FROM #6 TO #5 PER ENGINEERS CHANGE SHEETS DATED 7/23/03. COMPLIANCE IS PENDING ON APPROVAL FROM THE BUILDING AUTHORITY. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This r port covers the lo ti s of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA - Cert: City of SD #350 Sign ture / 7/23 Date lnsp at e D Day 1 7/28J : Day 2 Day 3 Day 4 DayS Time Start: 10:00--------------------------------- :Time •stop---12:00 ----- Copies of report submitted to: Structural Inspections "A SPECIAL INSPECTION COMPANY" 440 Tilling Way, El Cajon, CA 92020. Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report - Project Name: CARLSBAD SELF STORAGE D Page: of t- Repoct # 70 _1 Project Address:2235 PALOMAR AIRPORT ROAD Permit #: CB021425 Architect:LAURENCE WINTERS File #: N/A ;. W.. Engineer:RASKIN ENGINEERING . DSA #: N/A Contractor:HALLIDAY CONSTRUCTION Other:MODERN MASONRY F1 Structural Steel 9 H.S. Bolts 9 R.S. Bolts . Plans/Specs MeUJIi-y r' 0 Prisms 0 Conc psi -- Clearances- o Concrete 0 Mortar/Grout 9 Grout PS Positions - - o Fireproofing • 0 Conc. Cylinders • • . 0 Mortar PSI - Sizes 9 Other: • • •. 0 Fireproof Steel #5,6 Laps -_.. .• - 9 Other: 0 Other: 0 ElectiWire- -.0 ConsolidatIon .- - o Other: • 0 Other: 9 Fireproof - - -9 TorqueFLLbs: - o Other: . - 0 Other. 0. Other: - - -9 Other- [3 Other: 0 Other -' 9 Other: - 1j Other: PPE.RFORMED REBAR INSPECTION OF- THE FtR&T LIFT OF- THE CMU WALLS OF BUILDlN(C PERIMETER AND INTERIOR. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION AND CLEARANCES. CERTIFICATION- OF COMPLIANCE- AU-reported-work, unless otherwise noted, complies with approved-plans, specifications and applicable sections of the building codes. This report coveWtheloio -of the-work inspected-and does-not constitute opinion-of project-control. Inspector: MARIO BATTAGLIA Cert:, City of SD #350 - 7/29/03 Signature - Dat9 lnsp Date- Day t 7f29U3 Day 2- _Day Day 4 Day ------------ ------------- Time Start 1000 Time Stop: 11:30 Copies of report submitted to: -.... .•S - .: .- . -.•• . - 'A . ,..- .'-, ,•. Structural Inspections 'A SPECIAL INSPECTION COMPANY 440 Tilling Way, El Cajon, CA 92020 Telephone: (619) 749-4912, Fax: (619)749-5693, Cell: (619)770-9559, Pager: (619) 907-3511 • Inspction Report - Project Name: CARLSBAD SELF STORAGE D Page: 1 of 1 Repoct U: 71 Project Address: 2235 PALOMAR AIRPORT ROAD Permit #: CB021425 -- Architect:LAURENCE WINTERS File #: N/A Engineer: RASKIN ENGINEERING :, DSA #: N/A Contractor: _HALLI DAY CONSTRUCTION__- Other MODERN MASONRY AA 0 Q Structurat Steel H.S. Bolts- J- 1+5. Bolts Plans/Specs-- Masonry . El Prisms [J- Cone. PSI- . _______ Clearances- o Concrete .. , Mortar/Grout 3 Grout PSt 3000/301 t501 .0 Positions Q Fireproofing.. 0 Conc. Cylinders Q Mortar PSI . - . Sizes 0- Other: - 0 Fireproof . Steel . t5, - Laps . . o Other: . 0 Other: 0 ElectiWire - -0 Consolidation - o Other: 0 Other: . 0 Fireproof - - TorqueFtLbs: o Other: Other: -0 Other - -0 Other. o Other: 0 Other: C] Other: 1J Other: - MONITORED THE PLACEMENT, CONSOLIDATION- OF 1-8-.0- CUBIC YARDS- OF- GROU-T AT THE FIRST LIFT OF 8 CMU WALLS, INTERIOR, EXTERIOR. - - - ---- - OBTAINED-ONE SET OF 3 GROUT SAMPLS. GROUTS SUPPLIED BY HANSON. - - - CERTIFICATION OF-COMPLIANCE AH-reportetl--wofk, unless otherwise noted, eompIieswith approved-pIns, specifications and applicable sections of the building codes. Thistrort7cov~emj,$t loca ns - f the-work inspected- and does not constitute opinion or project control Inspector: MARIO BATTAGLIA Cert: City of SD #350 sign tur • Insp. Date Da yl 7t30t)3 Day 2 Day 3 Day 4 Day 5 -TimeStart 1130 Time Stop': 330 I •• - • '• • - • •. S ..• - Copies of reportsubmiedto: . _• '_ •_ , •S • •_ . Structural Ins'pections 'A SPECIAL-INSPECTION COMPANY' - - -- 440 Tilling Way, El -Cajon, CA 92020 Telephone: -(619) 749-4912, Fax: (619) 749-56931-Cell: (619)77-0-9559, Pager:-(-6-19)-907-3511 Inspection-Report - Project Name: CARLSBAD SELF STORAGE D- Page: 1 of t Report #; 72 Project Address: 2235 PALOMAR AIRPORT ROAD- - Permit #: CB02t425 - - Architect:LAURENCEWINTERS File #: N/A Engineer RASKIN ENGINEERING DSA #: N/A Contractor:HALLIDAY CONSTRUCTION -• ' Other: MODERN-MASONRY Structural Steel H.S. Bolts Q R.S.Bolts Plans/Specs Masoniy 1 El Prisms Conc PSI - - - Clearances o Concrete El Mortar/Grout D Grout PSI Positions o Fireproofing 0 Conc. Cylinders Mortar PSr Ty-M/1800 -Sizes Other: . - - Fireproo- --------------' Stee1 #3,5,4,6 - - - Laps o Other: -. - 0 Other: 0 .ElectiWire - - - - - jj_-Consolidation - o Other: 0 Other: - 0 Fireproof - - 0 —Torque Ft.Lbs:- o Other: 0 Other: -Other: o Other - Other: E] Other: D.other: - PERFORMED- PERIODIC SPECIAL INSPECTION-ON-THE--LAY-tJP OF 8" CMU AT-THE-2ND LIF1ZOF THE 2ND FLOOR OF BUILDING. D. LAY-UP IS INCOMPLETE IN PROGRESS. -4------ CERflFtCATION OF- COMPLIANCE— All- reported work;- at otherwise noted, complies witfr approved -pins, - - specifications and applicable sections of the building codes. This report covers the locations -of the-work inspected- and does-not-constitute opinion of-project control. - - Inspector: 'MARIO BATTAGLIA Cert: City ofSD#350 -- - --- - - --- •---' 7/34/03 - ---------Stgnat - -- -Date Insp. Date: 'Day 1: 7/31103 , Day 2:', Day3: Day 4. Day 5: Time Startt 1200 Time Stop: - 200 ......... ...... ..... ... ...................... ... .... 4 4 - Copies of report submitted to -p4. - ,t.-. -C-. . • . -. I-' - •- - - •' ':-' • - - - - - I4 • - - - - - - .1 • . - 4. Structural- Inspections A SPECIAL INSPECTION COMPANY' - - - 440 Tilling Way, El Cajon, CA-92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: -(619) 907-3511 - - Inspection Report -- Project Name: CARLSBAD SELF STORAGE D- • Page: of 1. Report 73 _1 Project Address:2235 PALOMARAIRPORT ROAD Permit #:CBO2't425 - - -Architect: LAURENCE WINTERS File #:N/A = - - --• Engineer. ENGINEERING- , DSA#:N/A Contractor: HALLIDAY CONSTRUCT MODERN MASONRT _____-- Structural Steel ( H.S. Bolts 0- t+S. Bolts Plans/Specs - - Muruy . • 0 Prisms - [- Cow. PSt Clearances- Concrete 0 Mortar/Grout - Q Grout PSF Positions • - - E] Fireproofing Conc. Cylinders -. Mortar PSI -- TY-W1600 Sizes Other: ' 0 Fireproof Steel - 5,6,3 __ -. .. Laps - - - - O Other: , 0 Other: ' fJ •ElectiWire -. --- -Q Consolidation - Other: • 0 Other: - D-Freprof-. -#-- - Torque- Ft:ths:- Other: 0 Other -Other - -- -fj Other: - -- - El Other: Other: 0 Other: - Other: - - PERFORMED PERIODIC SPECIAL INSPECTION Ott THE LAY-UP OF 8" CMtT AT THE 2ND-LIFT OF THE FIRST FLOOR. LAY-UP IS IN PROGRESS. -- - - - - —-- - CERTIFICATION OF- COMPLIANCE All- reported-work; unless- otherwise- noted, complies with oved plans, specifications and applicable sections of the building codes. This report covers the I 0 s-of-the-work - - inspected- and does-not constitute opinion- or project control. - Inspector MARIO BATTAGLIA Pert: City of SD #350 - - - - .-• - - _8/-1/0:. -. Insp. Date: Day i:'8/11103 0ay2: - Day 3: Day 4: 'Day 5: Time Start: 10:00 - - - Time Stop: 12:00 - r - I - - Copies of reportsubmittedto: •- - -- CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, corn applicable sections of the building codes. This report covers the locations of the work project control. Inspector: MARIO BATTAGLIA Cert: 350 :;: 1 •::' Structu ral Inspections SPECIAL INSPEC770N SERVICES 440 Turing Way El Cajon CA 92020 Telephone: (619) 7494912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 : Inspection Report Project Name Page / of Report# Project Address:-: 2 2 3 4i 'i )'? Permit#: : 0 Z / y ç Architect:_ -) / - -~---v- J .. File #:_______________________________________ Engineer: / OSA #: : Contractor744- / Other:_____________________________________ INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST — Structural Steel - H.S. Bolts - H.S. Bolts ,.-PIans/Specs -Masonry Prisms Conc. PSI - .Iearances - Concrete - Mortar/Grout Grout PSI - Posrticxus — Fireproofing - Conc. Cylinders -----'Mortar PSI 77 . Sizes — Other: - Fireproof _..-Steel Laps Elect/Wire ' - - Other. - Other: Consolidation — Other: Other: Fireproof — Torque Ft.Lbs: - Other. - Other: Other: - Other S Other: Other: -_Other: Other. — •:.- -•'.-' S: •:.•• — Structural ninispectlQns SPECIAL iNSPECTiON SERVIcES 440 .Tilling Way, El Cajon CA 92020 . Telephone: (619) 749-49.12, Fax: (619) 749.5693;tèll: (619) 770-9559;Paer:(619) 907-35l1. Inspqction Report Project Name 'l pr - Page of Report # Project Address__22- ( Permit# C 2 YS — Architect: . File #: . Engineer: .S _•0 DSA # Contractor7L4 1/_.. Other:• MATERIALSAMPUNG QTY MATERIAL DESCRIPTION INSPECTION CHECKUST Structural Steel ffi SPECTION - H.S. Bolts - . H.S. Bob- : "Plans/SpOcs asonry . = Prisms . Cone. PSI Concrete ..' Mortar/Grout — Grout PSI .- "lltIons . . Fireproofing - — Cone. Cylinders — ortar PSI 7y. S... Other: . - . Fireproof . .#'-;•e1 ç_ i1ps -. — Other - — Other — Consol,daiti on — Elect/Wire ' Other. Other: . . Fireproof .TorqueFt.Lbs:. - — Other. — Other: Other. Other Other. Other: . Other. . Other . 2 .. ,' /-i/-. V$ 'A ,jCt,5 e:lL o' 401 /( CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with applicable sections of the building codes. This report covers the locations of the work irpecte project control. Inspector: MARIO BATTAGLIA Cit -_350_5 0 , . 0 . Signature - S sS5..s _05•5 5 -.-._-.....1...-....S...S._.S-_.. j 0ay 2...I..........................I...............................L.PY ... Time Start: -....I.......................................... .. ............I........-....................-.................1 .................................. ...................... ............... LrI!ne...Stop.—...........I........................................................................................................... ............ . ... ......................................................... ............................. Copies of report submitted to: -. 5 1 " • StructliraI, Inspections SPECIAL INSPECTION SERVICES 440 Tilling Way El Cajon CA 92020 .:Telephone: (619) 749912,Fáx: (619) 749-5693; Cell: (619) 7709559, Pager:(619) '907-3511 :. .....4. ..... ?... •..,..*.,._ ..';;'.. Inspection Report Project Name £ Page / of / Report Project Address__ 3S ,T,'Ati Permit# Architect: . . . . File #: Engineer: . . DSA #: ... Contractor: //;el., _.. __:, . Other: .• . . INSPECTION MATERIAL SAMPLING QTY .. MATERIAL DESCRIPTION INSPECTION CHECKUST Structurai Steel H.S. Bolts . .. H.S. Bolts , . .psI8pec .. p4a . Prisms Conc. PSI •. jances Concrete ,øm0' Moita) ,5 Grout PSI . ____________ _! - Fireproofing. Conc. Cylinders - Mortar PSI -Sies - Other: '--. - Fireproof . Steel 1; Other Elect/Wire . - . - -. Other: ...sdidation .; — Other . Other Fireproof Torque Ft.Lbs: Other: . Other: . Other Other: - Other: - Other: . - X 7— —77L,-- AL Al L- /7d,1 ,2?1 /J//i )Jf/ &" /77 7/t:' _//(4.-i),_(2)3(),'.-: 2 r / ( //J J . / f ( /•_• 7 p, /v o'o 74-- '00, 5 //Al CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work in ed and o sti opinion or project control. .. . . . . .. S Inspector: MARIOBATTAGLIA Cert: _350 . . . Sig naturq :. 1 4 45 I •-'.••.: ...',.'.....'-.-.• -I .5. - / . •- .5.. Insp Date Dayi f6 Day 2 . Day3 1 . ay I D 4 L.I1rne.. Start: j........................................I .............................................................. .............................................................. ................................................ .. .......... ..... ...... LIu.rne..stop...........I..............................................................I....................................I........................................I.........................................- - ......... Copies of report submitted to: . .. -Ctual InspP.ct, U1. ions SPECIAL INSFECT16N SERVICES 440 Tilling Way El Cajon CA 92020 Telephone: (619) 749-4912, Fax: (619) 749-5693, Cell:'(619) 770-9559, Pgei (619) 907-3511 Inspection Report Project Name t—, /zç Page / of Report # Project Address: Z Pi2/n'i> i i ./9fZT. '..Permit#:___________________________ Architect: _i.(u_/_, _-A-.-_c File Engineer: : : OSA #: S Contractor: 'L/74_// _-J'h/ - Other: --_- INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION : INSPECTION CHECKLIST Structural Steel H.S. Bolts . H.S. Bolts •. _. 'Flans/Specs Masonry - Prisms Conc. PSI -eIearances - Concrete . Mortar/Grout - Grout PSI. aPO&tlOfl5 - Fieproofing . - Conc. Cylinders .. Mortar PSI 7i/.'v —sizes Other: - Fireproof - Steel 7'r5,4_4,_ - Other. - Other: ',ElectJWire Consolion - Other. - Other: . Fireproof Torque Ribs: - Other. -. Other. . . Other: -. Other. Other: Other: :Other: Other. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with ap applicable sections of the building codes. This report covers the locations of the work inspected ai project control. . Inspector: MARIO BATTAGLIA Cert: 350 Signature 5nspDe Day1 j Day2 [ Day3 \ Hay4 5: Il.me Stop.j ,.....................................................1' ....... Copies of report submitted to: .5• S - Structura n-s'' '~ectxon-'s SPECIAL INSPECTION SEP VICES 440 Tilling Way El Cajon CA 92020 Telephone: (619) 7494912,. Fax: (619) 749-5693, Cell: (619) 7709559, Pager: (619) 907-3511 .:. Inspection Report :projet Name:_ . •' . Page: (s" of / Report O / Project Address:_ _ Permit#: ? '-7 7- 05 "7 Architect: File #: 7/"026__C Engineer: I. _." DSA #: Contractor: t''/'__. . Other:/1e?A . INSPECTION.° MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST - Structural Steel H.S. Bolts , H.S. Bolts ...Pts/SPOW .-Masonry Prisms . - - Conc. PSI , "6earances - Concrete , , -. Mortar/Grout ' Grout PSI _______ -Pjpns Fireproofing - Conc. Cylinders - j,4oetar PSI 7)'.''e //8'cn.) Other.. - Fireproof . - ____ Steel 3,5,C,' ips - Other Other: Considion - Elect/Wire - Other Other: , - Fireproof '' -, Torque Ft.Lbs: - Other. ' - Other: . Other: . - Other. ' Other: Other:. Other. . -. Other 6l"—'-4 ___.2 j4'/r, /",..r CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, corn applicable sections of the building codes. This report covers the locations of the work project control. Inspector: MARIO BATTAGTjIA Ceil:_350 with aborovedblans.' ISlgnature tx:. opinion :A INSPECTION MATERIAL SAMPLING QTY- MATERIAL DESCRIPTION. __ IN8PE5TION CHECKLIST Structural Steel .ffS.Bolts. . H.S. Bolts ..;-'• -PIâns/Specs - ,.. -ionry Prisms — Cone PSI — lances Concrete -. Mortar/Grout Grout PSI. P lons - Fireproofing Cone. Cylinders s."'1crtar PSI 71 /.4114 — Other Fireproof — Steel Other. — Other: Consolidation - ElectlWire ___ Other: Other: _ 007 Fireproof IT Torque Ft.Lbs: Other.- .. — Other: Other. Other.- Other Other:Other Other. i ? t StictumY`ih- SPEC1AbJJV.SPECT70N SERVICES 440 Tng Way El Cajon CAt 92020 . Telephone: (619) 7494912, Fax.(6l9) 749-5693, Cell: (619) 770-9559, Pager:(619) 907-35li. :- ;"; •" i'.;! . r'.' . . -..; - J 0 \ nspectuon e R port i Project Name (7,9, /. /39' J771jc Page o ' eprf# Project Address: Permit#:_•. _. Architect. File #: •._____. ____. Engineer j_-_- DSA# - __- Contractor--7L7,9////1_. Other S 05 :. •. 'S . - y I C, 4 Cl / o / . .- ..• -- 4 ., -.. 1 O 0 0 5 0. 0 •0 - ,0 , - .. . . - CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, compHes with approved plans, spe ificatlons and....s applicable sections of the building codes. This report covers the locations of the work insp ed and does not consti pinion or project control. 5 . - •0 . . . •- 0 Inspector MARIO BATTkGLIA Cert 350 Signature Date (011? report lubmutted to: : •. INSPECTION . MATERIAL SAMPLING ' QTY.- - MATERIAL DESCRIPTION . ' INSPECTION CHECKLIST,. jcturaI Steel — H S Botts — H S Bolts — /Ians/Specs -'Masonry — Prisms Conc.PSI — Coricre Mortar/Grout - Grout PSI '-. =Nftii .# Fireproofing Conc Clindecs ,,_iz . — Other Fireproof 7 Steel Laps Other - Other: . — Consolidation Elect.ANire- - ' — — Other Other — Fireproof — — Torque Ft Lbs Other. — Other. — Other Other — Other: Other: Other: Other' ' .;' 171,t .,' .",' ''. •.:";, - '. .'. s ' ' - ' '• -:.H •..,.'- 15th ''icturäl Inspec tibrs SPECIAL INSPECTiON SERVICES 440 Tilling Way El Cajon CA192020 Telephone: (619) 7494912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: 9) 907-3511 * S •' . • 4 •,V -. /7 Inspection Report Project Name ( /ç / Page of Report Project Address: . ' •.' ' L.,1- Permit#:" ." •- - : Architect: . . File #:_______________________________________ Engineer:_/ . '. DSA Contractor:: , Other I . . ':' .......... - . . . .. . -. . ,• . , . CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications, and applicable sections of the building codes. This report covers the locations of the work inspcted and doe" stit gpfnion or project control. Inspector: MARIO BATTAGLIA Cert: 350 . Signatur , Date ........ - ...............1...PY.ii...........1..7.......L.L.Py 2..............I......... ................L.PaY .............. L. ............. ........ Time Start: tTirne Stop I 7 c) t t I -. -I Cop*es of report submitted to \ :...'. . •-'r-' I 4 J I ' 1 . . ' , .' •. .' ,,,... ,.... 'i'::. Inspection Report Page / / $ of Report # Permit# - - File #: Other: _/'1p MATERIAL SAMPLING QTY MATERIAL DESCRIPTION ' , INSPECTION CHECKLIST Project Name:l#'1'7"S Project Address:_'7 2 Architecj...L t" Engineer:A -c k Contractor: INSPECTION - Structural Steel '.' H.S. Bolts - H.S. Bolts • .-P1sispecs . ,lAasonry Prisms Conc. PSI Concrete - Mortar/Grout' .e Grout PSI • Positions - Fireproofing - Conc. Cylinders . ef Mortar PSI 477. - Other: - Fireproof Ect.PNireC' -. - Other. . - Other: Consolidation, - Other.. - Other: - Fireproof . . Torque Ft.Lbs: Other ., - . . Other: . - Other:. -. • . Other. . . Other: : * ' Other: .. Other. . —: -• .•• .. \\' . • .CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted,'cornpll'es with approved plans, s •fications arid applicable sections of the building codes This report covers the locations of the work ins ected an o itute opinion or project control Inspector MARIO BATTAGLIA Ceil Signature De I ................................................................... Time St........................................ ................... .................................... ....................... ...._ ............I................................ . to L. Time. ........p.................................................................................................................................................... i...................... ............ ................................................................. ......... . ........... ............ Copies of report .ubmiftedb: , ., , . . • . .. .-( •. •.... -=4. ..........-a.'... . • .........-,. - . . . - ' Y •.' J ( 4 4. Struc .,,. tural, Inspectióiis: SPECIAL INSPEC liON SERVICES' 440 Tilling Way El Cajon CA 92020 J Telephone: (619) 749912, Fax: (619) 749-5693, Cell: (619) 7709559Pãer (619) 9973511 4 1 *.4'• •,:;- - 1. I I Inspection Report Project Name G' I 1>ArR c1 rST 3'14t.. Page of Re ort # Project Address Z35 (oz4 Permd Architect:* Fil Engineer DSA # 4/ / 46 ( I Contractor Other -INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION /' IPSPECTION CHECKLIST Structural Steel Masonry - Concrete — Fireproofing - Other — H S Bolts — — M&t /Grout ,j' - onc Cylinders - Fireproof H S Bolts fThans/specs Conc.PSI i, Grout PSI i Mortar PSI 7f ;4 Steel CIerance P4iis P'sizes/ — Elect/Wire — Fireproof ' - Other. - Other. — Other — Other Conolidation 'To.ueFt Lbs Other. Other: • — Other Other: — Other <i I'flI Other: OtP - ., Ot '.'' .. ' 00, /,e7 J jç c7 -2:' 4 .'( Ai crZ /7f / Or ç 'Y h 4 S Ov, '* , .. ••. ' . 1,. \ . • . •. •......•.•• . - 4;, 4 .• -14 '.4:1•. •,• CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, cripliés wish ap,prèed-pIas, specifications and applicable sections of the building codes.. -This report covers the locations of the wOrk inspeted and does ti Ut opinion or project Inspector MARIO BATTAGLIA Cert 350 4 .. . . .: . . • Signature . .. • • Date - • . 4 1 . . • J)'J 9:7 0, 0 ,0 • / -'4 ,7's'/7O 4 i 7o Structural Inspections SPECuL IN5PECT7ON SERVICES 440 Tilling Way El Cajon CA 92020 Telephone: (619)749-4912, Fax: (619) 749-5693, Cell (619) 77079559, Pager: (619) 907-3511 0 Inspection Report S Project Name:_L Page: of_____ Report Project Address: 2 _7 iri" 4L/ Permit#: _el 13 OZ(c7I.L.S Architect: File #:_______________________________________ Engineer: ( DSA #: Contractor: Other:_______________________________________ INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKUST Structural Steel H.S. Bolts H.S. Bolts .-'PI pecs Masonry Prisms - Conc. PSI - Clearances Concrete - Mortar/Grout Grout PSI - — Itlons Fireproofing - C,c. Cylinders .-"1i<xtar PSI T9'-s ,%-7 Sizes Other: - Fireproof ,-'Steel S,,3 - .---Laps - Other. Other: - Consolidation — Elect/Wire - Other. - Other: Fireproof TqMueFt.Lbs: - Other. - Other: 7Other. 5r,iF$a, 5& 7 q Other: Other: -'Othec:ii - Other CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project control. Inspector: MARIO BATTAGLIA Cert 350 Signature Date Copies of report submitted to: Structural Inspections SPECIAL INSPECTiON SERVIcES : 440 Tilling Way El Cajon CA 92020 Telephone (619) 749-4912,Fax: (619) 749-5693, Cell: (619)770.9559, Pager (619) 907-3511 Ihpectjon Report. .,; • Project Name:Cf/~9 - Page: : f Reprt#: Project Address:-2Z 3< —$ /2,4' Perrnit#: Architect: File -'-. Engineer:_c DSA #: Contractor: Other:_______________________________________ INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST - Structural Steel H.S. Bolts H.S. Bolts i'iansiSpecs -asonry - Prisms - Conc. PSI Concrete - Mortar/Grout - Grout PSI ....--Pcthons Fireproofing - Conc. Cylinders - -1ar PSI Ses - Other: Fireproof - -Steel 'g7 , —taps . Other. Other: - ElectiWire - Consolidion - Other. .. Other: Fireproof Torque Ft.Lbs: Other. H - Other: Other. Other -. Other: - Other: Other. - Other. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved lans, tions and applicable sections of the building codes. This report covers the locations of the work ins p ad a o ns opinion or project control. S / Inspector: MARIO BATTAGLIA Cert: • 350 • • • Signatu .' k' Date Structural i:nspeTcitio:nsI. - "A SPECIAL INSPECTION COMPANY' -' - 44.0 -Tilling.Way,,El 'CajpnCA:92020 - Telephone: (19)_749912, Fax: -(i9):749-5693,LCell (619) 7709559:.Pager(619)_9073511 - Ins pection:Repott ProjectName:CARLSBAD SELF STORAGE D- Page:- 1-of-1 Report'#; 64 Project Address:,, 2235 PALOMAR AIRPORT-ROAD= -- Permit #:CBG21425 - ArchiURENCEWlNTERS EVe #:_ N/A_. Engineer:- RASKIN-ENGINEERING DSA#: N/A Contractor:HALLIDAY CONSTRUCTION Other: DEMCON -0- Structural-Steel- 0- H:S: Bolts- -ftS. Bolts- - Plans/Specs- Masonry - " Prisms :0- Conc. PSI-- - Clearances 0 Concrete 0 Mortar/Grout - 0G?out PSI 10-~Posftib,ns - D' Fireproofirg, , D Conc. Cylinders o MortarPSl Sizes Jj ,0ther: - . .Q —Fireproof ..Steel #5,6 _.Laps Other:-REBAR ' - . - .0-. Other: , -D Elect/Wire . 0_ Other -, D -Other: D_ Fireproof - -9--Torque-FtLbs: :r[]:--Other: , - _D:--Other: ' '-0-Other: D: Other: - 0- Other.:. F []--.-Other-.- - Other:_ PERFORMED-PRELIMINARY- REBAR INSPECTION -FOR-THE- FOOTlN-ANl-- O-(- F-PI-Ill. fllN( D. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION AND CLEARANCES. ITEMS-ARE INCOMPLIANCE. OBSERVED THE SOAKING OF S.O.G. SAND FOR PREPARATION OF THE UPCOMING POUR. - CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications- and- applicable sections- of--the- building- codes: This- report- covers- the-- ID 0ns-of' the- work inspected and does not constitute opinion or project control. — . - rnspector.- MARIO BATTAGLIk Cert: City"of'SD-#350 7/18/03 Signat Date Insp. Date: Day 1: 7/18103 Day 2: , Day 3: Day 4: Day 5: Time Start: ' 9:30 Time Stop: , 2:30 Copieè.of report submittetth:... Structural Inspections .' SPECIAL INSPECTION SERVICES 440 Tilling Way El Cajon CA 92020 Telephone: (619) 7494912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 NMI Inspection Report Project Name:_ Page:• / of_____ Report Project Address: /o?1y /7f/c') / Perit#:C'*72/9z..ç Architect:__________________________________________________ File Engineer: OSA #: Contractor: Other: 0 S - INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST - Structural Steel H.S. Bolts - H.S. Bolts ians/Specs Masonry - Prisms Conc. PSI - - Clearances - Concre - Mortar/Grout Grout PSI S Positions - Fireproofing , Other: /22 bt' - Conc, Cylinders - Fireproof Mortar PSI -j.; C - Laps - Elect./Wire, : - Other. - Other: Consolidation Other. - Other - Fireproof - Torque Ft.Lbs: - Other - Other: Other - Other- Other: Other: - Other Other Cr22 Z\S //4 i 7f1k/c7Jç 4 ?pI?/;I '— -I/- L 92 // O / / Vryi-i, CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with cations and applicable sections of the building codes. This report covers the locations of the work e opinion or project control. Inspector: MARIO BATTAGLIA Cert: 350 Signature Date %'Opma UI rrpon suumrum w; S - 5;. •• •.: •'';:." :• ;4 4. Structural Inspections SPECIAL INSPECTiON SERvICES 440 Tilling Way, El Cajon, CA 92020 . Telephone: (619) 7494912, Fax: (619) 749-5693, Cell: (619) 770-9559, Pager: (619) 907-3511 Inspection Report . : . Project Name:('?41 34r'7r,Page / of / Report #• Project Address:_22 3 / ,+/ 4 u'/7O?i ' Permit#: C / °' / Y 7- Architect. /. /.-i ' ,L2..i r . File #:— (__ Engineer: /-i'j i3 d I '1 DSA #: Contractor: f/' // i-/ t7 Other:_____________________________________ INSPECTION MATERIAL SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel - H.S. Bolts — H.S. Bolts 15Ds/SpecS Masonry Prisms . Conc. PSI — 1-16rances Con crete — Mortar/Grout - Grout PSI ,-sftlons — Fireproofing .' Other: — Conc. Cylinders — Fireproof. Mortar PSI Steel --5 ( ,."jizes ,Laps Elect/Wire - - Other. — Other: Consolidation -, Other. Other: Fireproof Torque Ft.Lbs: — Other Other: - Other: Other. — Other: Other: Other: Other CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plan , fications and applicable sections of the building codes. This report covers the locations of the work in pected ute opinion or project control. Inspector: MARIO BATTAGLIA Cert: 350 5 Sign re Date Copies of report submitted to: Structural inspections A SPECIAL-INsPECTION COMPANY" 440.-TiI1ingWay -El CajonCA9202O hone: (619)749-4912, Fax: (619) 749-5693, Cell: (619) 770-1 907-35-1-1 Insp.e.ction:Report Project Name:- CARLSBAD-SELF-STORAGE-D- Pioject Address: 2235PALOMAR AIRPORT-ROAD Architect: LAURENCE WINTERS Ehgineer: RASKIN ENGINEERING — Contractor: HALLIDAY CONSTRUCTION Page:- 1-of-1- Report#:_63 Përmit#: CB021425 FiIe#:. N/A_ DSA#: N/A Other: DEMCON - Structural Steel- - ftS Bolts-- - K.S. Bolts- - -- Plans/Specs-- 0 Masonry Q Prisms -fl Conc. PSI- Clearances 0 Concrete 0 Mortar/Grout []-Grout PSI Positions Fireproofing fl Cone. Cylinders Mortar PSI Sizes 0 Other: - Fireproof . Steel #5,6 Laps Other: REBAR :0 Other. - Q Elect./Wire -G Consolidation D_ Other: Other. 0 Fireproof - 0 -Torqt Ftkbs: D-Other Q.Other. :0Other: O: Other :D Other: :Q Other -:0 Other: - 4] .:Other:_ PERFORMED PRELIMINARY-REBAR-INSPECTION- FOR-THE ELEVATOR-PIT FOOTINGS AND SO.G. INSPECTED REBAR FOR SIZE, GRADE, LAP, LOCATION AND CLEARANCES. ITEMS ARE IN COMPLIANE. CERTIFICATION -OF--COMPLIANCE All reported-work; unless-otherwise-noted, complies-with-approved- plans, specifications and applicable sections of the building codes. This report covers the Ioca s of the work inspected--and-does- not-constitute-opinion- or- project- control. Inspector: MARIO BATTAGLIA Cert: City of SD #350 7/7/03 Sign4we Date Insp. Date: Day 1: 7f7)03 Day 2: Day 3: Day 4: Day 5: Time Start: 7:30 Time Stop: 10:30 copies.of.repoTt submitted ta:- Project Name: (.) {/f2 i/ f Project 'No. ' '. ' Date:, ' ' Report No. Location: ' Author: '. 'Day: M W T F S S. llent/Contractor: ' ' .' C-'- ' -STPV~?oreman: ' Weather: Field Supervisor: Geologist: ' Soil Engineer: Observation/Testing of: A /r) Ii ( Tech I T/ZJV Equipment Working: /\(' ' Hours ' a Today's Yardage Yardage to Date: Summary oil,Operations: C2 ~SELA=,ntAl I &i /7t O /c / -1D1 )-r7 c7 A-k i7ik-S 7)'.c A O J4(1 , c 4,,.a7'7z/4csr 15,- 12-vd) LAI 5; 5 • Page —of Leighton and Associates, Inc. A LEIGHTON GROUP COMPANY Daily Field Report • ., Received by: 'Print' • •.. S • 5 " S • • • 5 5 3910 0902 White - File Copy Yellow - Client Copy . Pink - Client/Agency Copy Gold - Field Copy :.. ; At ø L) ROOTING OBSERVATION SUMMARY Leighton and Associates, Inc / A LEIGHTON GROUP COMPANY Project Name s.Date:'._ALeJ- zg1 3 Location Project No 7-op3 Plan File No Permit No Unit/Phase/Lot(s) Referenced Geotechnical Report(s);,'-r r - Observation Summary:.''. . ' - L - . ). . . . .. ..... Initials A representative of Leighton and Associates observed onsite soil conditions Soil conditions at Date the site are substantiallyin conformance with those assiined in the geotechnical report ......................................... - S. -J Initials A representative of Leighton and Associates observed and measured footing excavation t I depth/width Footing excavations extend to proper depth and bearing strata and are in general f2JJ/D3 Date - conformance with recommen'dations of the geotechnical report Initials A represen vetati of Leighton and Associates measured footing setback fromslope face The 43j Dates setback was in general accordance with the recommendations of the gotechnical report .1•.1.kt .s ., - Initials g5tg1i ,, iflL c / i DA7p o •' Date '•C/2'?-n ,w oi, flfl2i JP7f1 :iD' ØIJI;,p11 -TM) /)1WI 7/)f. A 774 Notes to SuperintendentIForeman I -I Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing conrete k \ 2 Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended Consult the geotechnical report for presoaking recommendations We note that clayey soils may take an extended period of time and the contractor should schedule accordingly - 3 In the event of a site change subsequert to our footing observation` and prior t_`C-6h crete placement-(ie, heavy rain, etc ), we should be contacted to perform additional site-'observations- Note to Building Inspector I Soil com ction test results, including depth of fill, relative compaction, bearing.values, and soil - expansi9 index test results are contained in the As-Graded Geotechnical Report provided at the 21, complet of grading.-,." - - - IJA' M, 4L 4 (/4 2/ 29 3 For ighto Associates Inc., ............................. . ..- - .. -. S....-. - .- White - File Yellow Client Gold - Field.3930 R10403 - Jason M. Warren Inspection Services STRUCTURAL STEEL INSPECTION REPORT Project Name i'crLb4ci! -~e/f O(4QeL,, 9, Id. D Date_____________ Project Location Z S Pc )OttC&a# A,'i"t Ru,, i/d,ci DFR No.I - Client JIr4/l1JC..y (o1_iste Contractor QuG/l1 PocJc* Permit No.(L O2 I Lf 23 Reviewing Official, if applicable lily IS )4 CJ Plan File No. Official Use______________________________________________ T pe of Inspect ion LfJCQ+C,,1_) Documents Referenced 1ci/i.-c.r y; yarApoeA H __ tk e-f )-\-_1-'_kA)c'(.2IecJ9e._okeyieJ_ tk ttT cpJIccJJc. T ,r - ,.' Th / ' " I7WQçj Time Arrived 1500 _ (''-' ,4 Report Items Comply Certification No. JASON \\ D Report Items Incomplete 00120911 M. WARREN. Time Departed Cf 0 El Exceptions Noted A cknowledged By Representing Page 4of J— y t-. Jason M. Warren Inspection Services STRUCTIIRA Project Name c ( 1bc& J Project Location2),3 S P4 16t14t A;, Client AL ib'A0 S11 'Permit No. T3o L/i.1ç Plan File No. L STEEL INSPECTION REPORT M,ce Jc) b Date__________ per R-j S?cI b DFR No. _) 1 Contractor 1104. l;'fy iIoJu*S Reviewing Official, if applicable /I1-y J £i /! L4J Official Use________________________________________________ ____ Documents Referencjed ~k1 Summary et (O sjeJcJec je JkXS CC AJCA O1e,,ecJ 47- c *-4e 0G.3 -44-)- E?IT-1). Type of Inspection j' i) Ue.. ,.J;a4_, .1-ct , , -o .C+raiJerSper p8/ctiJ.. i i-Ac J,et C)$ iiy 01k i corcicjt'te Lt)i'-1 t-he p pet ca+jja Time Arrived / 00 Time Departed 16 00 Time 4! 0 A( 'ao: Report Items Comply Certification o. SON M. El Report Items Incomplete 001 WARREN 0 Exceptions Noted 00120791, Total Inspector Si Print L- Acknowledged By Representing_____________________________ Page - - -T - I - - / Co, ere '°Hal - - flceofb - '----. - - pAU Rio a ~Fici~j' Elul. THE CITY OF SA JE u- PLIED rrACLIA L INspEc oEvELopMErrsEuvi • 492-5070 Fax (8SB) 492,5098 L INSPECTon ID CARD letion / _ L — : t uerntsnt W \p i1tern 0 t ; 4 - Conference coence of UIId1n OfftCI3lS Mar g Off ? MARIO BATTGLIA I - CERTIFIE L. 'Battaglia CERTIF% SPECIAL INSPECIOR - -11 Structural u SPECIAL INSPECTOR •RE%NFOR0 CONCRE - 1997 M9Y - 19i.Uni0m uildiflg code - ottrie - . The individual namedi orm BuIlding Code ' ne Individual hereon is CERTFIEDIfl t catePN sPgWfl -having been so certified Is CERTIFIED In the category shown, been so certite pursuttO successful conip tiOn ; prescribed written x 'nato tosuccessful completion - *having ( rescrbe rit IV amjnatiorn • - Expiration date Seber2 j_ piratiodatei° v: sssi9n bVCertt0 ICBO ccrt,hction ailLS vad U ess S 9fl d b ceruficate holCer cut ca°O itSt$ to competent knoWlCd of cpd jnd 5tan1ard5 Not - - Applicable expetience sho to competent uld be'er1 knowledge of codes andstandards.,-- Applicable nce $h0U ed by lc F - - tied by local jurisdictions. .- - - - - ' - - lfltflionaL. - - Mart0 attaguaJ. conferene40 uiIc.Iflg OFfIcjaS ' NSPECTOR -, -. - . - CERTIFIP5Ct -sr - • -. . - StUCtU! steel andWeld - -. - - - . -1'9.97 Uniform BUldIflcode - • - The Individual named hereOn is CERTIFIED in the catQOrV shown - paVIng been socertiied pursuant t0 sticceSSfut cciflIfl ol e - - . prescribed written exan1inati0 - ' / Y . - Expiratiot date: MaY21 2005/ - - NO. 684613885 , •- - 1 -• - Not valid unesS sici ied b\ cfEcate - ICBQ <pmcation attests to competent 1ow fi gedgc of cw and 5itd. Appli xpericflCC hitifr be vriuicd by meal juricdic'"- - 4 - - - -- - - - - - • - - - - - - . . r International Conferen of Building Officials Mario L Battaglia '. CERTiFIED SPECIAL INSPECTOR . St ructuraj Steel and r WeIdin gl 1997 Uniform Building Code The ereon is CEe.TIIED in the cat or/shown having been so ôthrtifiéd Pü rsu aflttosucce$sfulcompl -the prescribed written examination Expiration date: May21, 2003 4 No:Q8467.38.ss , Not valid uess SIQ led by C rtificate holder../ 5 ICBO ce(iificazion -attests to competent knowledge of codes and sianc!ards. L App!icab/b experiene should be ven1id by lobal jurls dictions' 4 ' . .. ;'..,. •. 'S tIi lufisdic and,/ lions.. '.. V • ..InternatjotjaI - . --•-' . '. . Conference of Building Officials MARIO BATTACLIA : CERTIFIED SPECIAL INSPECTOR .SPRAY.-APPLIED FIREPROOFING,-. '.' 1997 Uniform Building Code . The Individual nmèci hereon is CERTIFIED In the category shown having been so certified pursuant tosuccesul completion of-the Prescribed written ex sf amination _i —200 No ()846738-X6 Not valid unless Sign t, iCate-hOlder. ICBO Certification attests to competent know/edge of code s a nd standards APlicab/e experience 5h0t/d be verilied by loc/ IU(jSdjCtions. Con ferenc of Building Officials Mario L Rattagija CERTIFIED SPECIAL INSPECTOR Structural Masonry 1997 Uniform Building Code The individual named hereon iS CERTIFIED in the category shown having been so certified pursuant to successful completion of the prescribed written ex mination Expiration date Sept mber2 3 -84 Not valid U ess S gn b certi iCate holder. k lCBO certification attests to competent knowledge of codes and standards Applicable experience should be verified by local /urisd,ct,ons .5- ..'.., - — - DATE: NOV. 12, 2002 EsGil Corporation In Partnership with Government for Building Safe#ty L ANT JURISDICTION: CARLSBAD L PLAN REVIEWER ' El FILE PLAN CHECK NO.: 02-1425 SET: III PROJECT ADDRESS: 2235 PALOMAR AIRPORT ROAD PROJECT NAME:. SELF STORAGE (Building 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. LI 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. LII Esgil Corporation staff Aid advie the applicant that the plan check has been completed. Person contacted: WINTERS AlA Telephone #: 541-474-4690 Date contacted: (by: ) Fax M. Mail Telephone Fax In Person REMARKS: # 1): Applicant to remove door # on Al2, 1st level plans, which can not open into the rated stairway enclosure as shown. [Only required exit doors from normally occupied spaces can open into the stair enclosure]. Section 1005.3.3. # 2): /City Set Ill Plans are missing the structural sheets of plans, Sheets SI through SDI. - By: Ali Sadre Enclosures: Esgil Corporation U GA UI MB U EJ UI PC 11/6 trnsmtl.dot 9320 Chesapeake Drive, Suite 268 • San Diego California 92123 • (858)560-:1468 • Fax (858) 560-1576 If you have any questions or require additional information, please feel free to cal Sincerely, Daren Raskin, P.E. JUL. 2 0 2003 City of CANLSAD. BUILDING DEPT. 110 CUCAMONGA, CA 91730 30 ARROW ROUTE, #211 RASKIN ENGINEERING PHONE: (909) 980-8898 FAX: (909) 980-8838 ___ I E-MAIL: raskinen@eahIink. net July 23, 2003 RE: CARLSBAD SELF STORAGE, BUILDING "D" - CMU SHEAR WALLS Mr. Robert Lesko Mako Steel 2236 Encinitas Blvd., Suite G Encinitas, CA 92024 Dear Mr. Lesko: The following letter is meant to clarify a portion of the plans as well as provide an update to a call-out on the plans based on our current standards. As you know, the design for this project was originally done early in 2000. Since that time, we have made changes (it is typical for an engineer to change as additional information/research is obtained) to the way we analyze and design masonry shear walls. The required clarification comes from a masonry shear wall callout. that is inconsistent from the foundation plan to the 1ST floor partition plan. Wall callout "W7" is incorrect on the 1ST floor partition plan sheet "S3". The correct callout is shown on sheet "S2". The change on the plans is for walls "W7", "WIO" & 'Wil". All three of these callouts require (3) or (4) #6 bars at each end of the wall. After re-analyzing the walls using our new formulas based on the U.B.C., we found the #6 bars are excessive. At each end of the above noted walls, replace the #6 bars withan equal number of #5 bars. Rug .08 03 05:1?p Hal 1ida 618-293-7217 p.1 ro,n: Uaren 11.s1r IC: BOO Plaulday (OQber I-my) Dale: 81812003 flm: 4:59:38 PM Page 20t 2 Q — 11030 ARROW ROUTE. #211 L....---i RASKIN ENGINEERING RANCHO CUCAMONGA, CA 91730 -, ' ' - •__•) .- 1 E MAIL ra ncnearthink net Mgust 8, 2003 RE; CARLSBAD SELF STORAGl, BLJII.DIN(; "ry' -CMU CONTROL JOINTS Mr. RobertLcsko Mako Steel 2236 Ericinitas Blvd., Suite. C Encinitas, CA 92024 Dear Mr. Lesko: ThiS letter it to specify that masonry control ]oInti and j>iriti between adjacent masonry walls should have a gap of bct-wccn 3/8" to I'. • If you have any questions or require additional information, pkacc feel free to call. Sinccrely, ES No. 0 Damn Raskin, Rr-1. W. 120ft OF r cc. Bob Flalliday , EsGi.I,Corporation In Partnership with Government for Building Safety DATE:. NOV. 4, 2002 Q APPLICANT JURISDICTION: CARLSBAD '5PtiEVIEWER U FILE PLAN CHECK NO.: 02-1425 . SET: II PROJECT ADDRESS:, 2235 PALOMAR AIRPORT ROAD PROJECT NAME: SELF STORAGE (Building 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. PLEASE SEE BELOW The applicant's copy of the check list is enclosed for the jurisdiction to forward tothe applicant contact person. - -• The applicant's copy of the check list has been sent to: . • LAURENCE WINTERS AlA 4950 FISH HATCHERY ROAD, GRANTS PASS, OR 97527 , Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corpothtion staff did advise the applicant that the plan check has been completed. Person contacted: WINTERS AlA • Telephone #: 541-474-4690 Date contacted /,-4"Z (by '-s4 Fax # (.4)) 474 c'-5 Mail '-'Telephone Fax— In Person • • REMARKS: Please see attached for remaining items from previous list. Only revised structural plans were submitted to EsGil at back-check. By: Ali Sadre • Enclosures: - Esgil Corporation LI GA 0 MB EJ LI Pc 10/23 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 F CARLSBAD 02-1425 NOV. 4, 2002 GENERAL Please make all corrections on the original tracings and submit three sets of prints, to: The jurisdiction's building department. . PLANS S 2. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 106.3.3. I.e., fences, walls, etc. . Where are all the detail 's as referenced to Sheet Al, on Sheet A, site plans? Provide a Building Code Data Legend. Include the following code information for the proposed building on the Title Sheet: V V Occupancy Group:SI V V Description of Use: OK as noted Type of Construction: Il-N V V V V • Sprinklers: Yes (Required per city ordinance); used for additional story V • Stories: Three . Height: 35' V Floor Area: OK as noted V Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. V Provide a statement on the Title Sheet of the plans that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. . SITE PLAN . V • V • Clearly designate any side yards used to 'justify increases in allowable area V V V based on Section 505. V • V • . AREA SEPARATION WALLS - Provide a note on the plans stating: "Penetrations of area separation walls shall V be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 709." • V V CARLSBAD 02-1425 NOV. 4, 2002 All area separation walls must extend in a continuous straight vertical plane (no horizontal offsets) from the foundation to a point 30 inches above the roof, with the following exceptions: a) Two-hour area separation walls may terminate at the underside of noncombustible roof sheathing, deck or slab of roofs of noncombustible construction, provided: i) Openings in the roof are not located within 5 feet of the area separation wall (see Al 2 for violation). Parapets of area separation walls shall have noncombustible faces for the uppermost 18 inches, including counterfiashing and coping materials, if a parapet is used. Section 504.6.5. Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 7-A, B, C or U.L. Directory, etc. . FIRE-RESISTIVE CONSTRUCTION Provide an ICBO, UL, or equal approval number for all rated assemblies on plans. This applies to all the rated walls as well as the floor/ceiling assemblies under the stairs between the 1st and 2nd floors. Section 704.2.8. Detail how one-hour fire-resistive wall construction is maintained at, built-in wall fixtures and behind mailboxes, fire. extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the following conditions (Include the manufacturers' names and ICBO numbers (or equal) for any sealant): - THROUGH-PENETRATIONS (through the entire assembly): Fire-resistive walls shall have penetrations protected with through-penetration fire. stops having an F-rating, T-rating or complying with UBC Standard 7-1, depending on their locations, sizes and combustibility. Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above. MEMBRANE-PENETRATIONS (through only one side of an assembly): Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility: Limited steel electrical outlet boxes (not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. Fire-resistive floors or ceilings having penetrations shall comply with Section 710. NOTE: The plans should indicate the various fire-stop ratings required for all penetrations. CARLSBAD 02-1425 NOV. 4, 2002 16; Detail how fire-resistive wall and ceiling protection will be maintained I at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. Sections 709, 710. 17. Provide a note on the plans stating: "Penetrations of fire-resistive walls and floor- ceilings shall be protected as required in UBC Sections 709 and 710." 18. Please note the caretaker's unit is under a separate permit. . EXITS 19. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." Alternatively, in a Group S occupancy, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1003.3.1.8. . STAIRWAYS 20. Stairways should be enclosed as specified in Section 1005.3.3: One hour rated enclosure is required for this building. Only exit doors are allowed to open into exit enclosures. Elevator door as shown is not permitted to open into the enclosure (all 3-levels). Al2. C) Doors should be labeled 1-hr. fire assemblies and note that the max. transmitted temperature endpoint shall not exceed 4500(F) above ambient at the end of 30 minutes of the fire exposure specified in UBC Standard 7-2. d) Usable space is not allowed under stairs; revise section 3/A13. i EXIT SIGNS: 21. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 22. Show separate, sources of power for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. . ELEVATORS 23. Elevators shall be enclosed in a one-hour shaft. Section 711. 24. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having -a 1-hr. fire rating in 1-hr. shafts. Section 711.4. 25. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 3004. 26. Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. CARLSBAD 02-1425 NOV. 4, 2002 . TITLE 24 DISABLED ACCESS 27. Please note on cover sheet of plans that all existing site items are HC complying subject to field verification. This includes parking, ramps, curbs, walks, etc. Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. FOUNDATION/STRUCTURAL Provide a letter from the soils engineer confirming that the foundation plans and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Make sure the corrosive character of soil is addressed as well as its mitigation. Complete, sign & return the attached Special Inspection list. Also see attached for P/M/E & HC items. 31. To speed up the review process, 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. If you have any questions regarding these plan review items, please contact All Sadre with Esgil Corporation at 858/560-1468. Thank you. ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen . ELECTRICAL/ENERGY The electrical is approved as submitted. No energy is required (No mechanical units shown). PLUMBING (1997 UNIFORM PLUMBING CODE) Provide a complete roof drain design. Parapets are shown with gutters? Include the drain sizing,.Iocation and overflow, design. 1 . MECHANICAL (1997 UNIFORM MECHANICAL CODE) Detail the roof mounted exhaust fan installation if they penetrate any floor levels. Include the shaft and/or damper design, if required.' If, however, they only serve the upper floor, no additional information is required. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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. CARLSBAD 02-1425 NOV. 4, 2002 DEPARTMENT OF STATE ARCHITECT TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1998 edition of California Building Code, Title 24. Per Section 101.4.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. NOTE: Al Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24. Please provide notes, details and references on plans to show compliance with the following items: SITE PLAN REQUIREMENTS Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, stairways and handrails, etc. When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities, per Section 112713.1. Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B.5.7 and 1127B.3. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public transportation. EsGil Corporation In Partners/lip with Government for Building Safety DATE: MAY 23, 2002 JURISDICTION: CARLSBAD PLAN CHECK NO.: 02-1425 SET: I PROJECT ADDRESS: 2235 PALOMAR AIRPORT ROAD rEl PL I ANT O PLAN REVIEWER U FILE PROJECT NAME: SELF STORAGE (Building 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. VN The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI 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: LAURENCE WINTERS AlA 4950 FISH HATCHERY ROAD, GRANTS PASS, OR 97527 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: WINTERS Al Telephone #: 541-474-4690 Date contacted:6)2 0021 (by: L.) . Fax #: (59 ) Ll 4 00 S3 Mail —Telephone - Fax —1n Person LII REMARKS: . By: Ali Sadre . Enclosures: Esgil Corporation GA LI MB Z EJ ' PC 5/13 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD 02-1425 MAY 23, 2002 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 02-1425 JURISDICTION: CARLSBAD OCCUPANCY: Si USE: SELF STORAGE OF CONSTRUCTION: TI-N ACTUAL AREA: 32070 ALLOWABLE FLOOR AREA: {12K + 3K (25' yards on 4-sides)} x 2 (for Story) STORIES: 3 HEIGHT: 35' SPRINKLERS?: Y (for Additional Story) OCCUPANT LOAD: 160 REMARKS: ASW (to reduce areas to 29,916 max.) DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 5/10 ESGIL CORPORATION: 5/13 DATE INITIAL PLAN REVIEW PLAN REVIEWER: All Sadre COMPLETED: MAY 23, 2002 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. 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, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 1997 UBC. 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. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD 0271425 MAY 23, 2002 -. GENERAL I. Please make all corrections on the original tracings and submit three sets of prints, to: The jurisdiction's building department. PLANS All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan - preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Sec. 106.3.3. I.e., fences, walls, etc. Where are all the details as referenced to Sheet Al, on Sheet A, site plans? 5. Provide a Building Code Data Legend. Include the following code information for the proposed building on the Title Sheet: Occupancy Group: SI • Description of Use: OK as noted - . Type of Construction: li-N Sprinklers: Yes (Required per city ordinance); used for additional story Stories: Three Height: 35' Floor Area: OK as noted Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Provide a statement on the Title Sheet of the plans that this project shall comply with the 1998 edition of the California Building Code (Title 24), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. . SITE PLAN • • - - 8. Clearly designate any side yards used to justify increases in allowable' area based on Section 505. . AREA SEPARATION WALLS 9. Provide a note on the plans stating: "Penetrations of area separation walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with UBC Section 709." CARLSBAD 02-1425 MAY 23, 2002 10. All area separation walls must extend in a continuous straight vertical plane (no horizontal offsets) from the foundation to a point 30 inches above the roof, with the following exceptions: a) Two-hour area separation walls may terminate at the underside of noncombustible roof sheathing, deck or slab of roofs of noncombustible construction, provided: i) Openings in the roof are not located within 5 feet of the area separation wall (see Al 2 for violation). .11. Parapets of area separation walls shall have noncombustible faces for the uppermost 18 inches, including counterfiashing and coping materials, if a V parapet is used. Section 504.6.5. Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 7-A, B, C or U.L. Directory, etc. . FIRE-RESISTIVE CONSTRUCTION Provide an ICBO, UL, or equal approval number for all rated assemblies on V plans. This applies to all the rated walls as well as the floor/ceiling assemblies V under the stairs between the and 2nd floors. Section 704.2.8. Detail how one-hour fire-resistive wall construction is maintained at built-in wall V V V fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 709.7. V Detail how fire-resistive wall and ceiling protection will be maintained at all duct V penetrations such as at bathroom and kitchen hood fans, laundry room fans and V V dryer vents. Also detail recessed light fixtures. Sections 709, 710. Provide a note on the plans stating: "Penetrations of fire-resistive walls and floor- ceilings shall be protected as required in UBC Sections 709 and 710." Provisions in Chapter 7 require special treatment of penetrations at fire-resistive assemblies. Provide typical details on the plans showing how the fire-resistive integrity will be maintained at the -following conditions (Include the manufactUrers' V names and ICBO numbers (or equal) for any.sealant): V - THROUGH-PENETRATIONS (through the entire assembly): Fire-resistive walls shall have penetrations protected with through-penetration fire stops having an F-rating, T-rating or complying with UBC Standard 7-1, depending on their V locations, sizes and combustibility. V V Fire resistive floor/ceiling assemblies shall have penetrations protected with through-penetration fire stops having and F-rating, T-rating or complying with UBC Standard 7-1, depending on their sizes, combustibility and whether the penetrations are in walls above. CARLSBAD 02-1425 MAY 23, 2002 MEMBRANE-PENETRATIONS (through only one side of an assembly): Fire-resistive walls shall have penetrations protected with membrane-penetration fire stops having an F-rating or complying with UBC Standard 7-1, depending on their size and combustibility. Limited steel electrical outlet boxes (not exceeding 16 sq. in., nor more than 100 sq. in. for any 100 sq. ft. of wall) require no protection. Fire-resistive floors or ceilings having penetrations shall comply with Section 710. NOTE: The plans should indicate the various fire-stop ratings required forall penetrations. 18. Please note the caretaker's unit is under a separate permit. . EXITS 19. Note on the plans: "All exits are to be openable from inside without the use of a key or special knowledge." Alternatively, in a Group S occupancy, you may note "Provide a sign on or near the exit door, reading THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." This signage is only allowed at the main exit. Section 1003.3.1.8. . STAIRWAYS 20. Stairways should be enclosed as specified in Section 1005.3.3: One hour rated enclosure is required for this building. Only exit doors are allowed to open into exit enclosures. Elevator door as shown is not permitted to open into the enclosure (all 3-levels). Al2. C) Doors should be labeled 1-hr. fire assemblies and note that the max. transmitted temperature end point shall not exceed 4500(F) above ambient at the end of 30 minutes of the fire exposure specified in UBC Standard 7-2. d) Usable space is not allowed under stairs; revise section 3/A13. . EXIT SIGNS 21. Show two sources of power for the lamps at exit signs. Section 1003.2.8.5. 22. Show separate sources of power for exit illumination. (Occupant load exceeds 99). Section 1003.2.9.2. . ELEVATORS 23. Elevators shall be enclosed in a one-hour shaft. Section 711. 24. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a 1-hr. fire rating in 1-hr. shafts. Section 711.4. 25. Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and a minimum of 3 square feet per elevator. Section 3004. I CARLSBAD 02-1425 - MAY 23, 2002 Provide notes, details or specifications to show the elevator will comply with UBC Sections 3002-3007 and Title 24. . TITLE 24 DISABLED ACCESS Please note on cover sheet of plans that all existing site items are HC complying subject to field verification. This includes parking, ramps, curbs, walks, etc. C Provide notes and details on the plans to show compliance with the enclosed Disabled Access Review List. . FOUNDATION 29 Provide a copy of the project soil report to EsGil for review. UBC Section 1804; 30 Please note the Ca, Cv, NA, NV & SD factors for site soils on plans. 31 Please specify the R factor used for the lateral design of this project on plans. 32 Specify on the foundation plan or structural specifications sheet the soil, classification, the soils expansion index and the design bearing. capacity of the foundation. Section 106.3.3. 33 Provide a letter from the soils engineer confirming that the foundation plans and specifications have been reviewed and that it has been determined that the recommendations in the soil report are properly incorporated into the plans. Please make sure that the soils report addresses the corrosion requirements per notes on sheet S2 for this project. Please specify the length of all interior shear walls on sheet S2. Clarify the elevator shaft details per S2 referenced to sheet D5. Please note where WI I per schedule on S2 is referenced on plans. Specify size, embedment, ICBO number and manufacturer of power driven pins,' expansion anchors or epoxy anchors. Show-end distance and spacing. Section 106.3.3. ' Please specify on S2 that all CMU wall piers are i.e., W8 and all walls are W7, UNO. Define on sheet S2 CMU piers are the walls with aspect (width-to-thickness) ratios between 2.5 and 6. , CARLSBAD 02-1425 MAY 23, 2002 Show a typical CMU wall pier detail on plans and indicate that wall ties size and • spacing and their extension above and below the openings for the development length of the longitudinal rebars. Show typical elevation of openings around doors and windows for both walls and piers per previous item (as required). STRUCTURAL Collector elements ("drag beams") shall be designed using the special load combinations of Section 1612.4, as required by section 1633.2.6. Please specify the S, I & ICBO approval number for all the metal decking on structural plans. Please show a schedule for all lintels at various openings sizes with longitudinal bars as well as tie size and spacing. Please specify where details 2, 3, 8, 11, 12, 13, 18 & 20/SD1 are referenced on plans. Please specify where details 1, 3, 4, 5, 7, 10, 16& 18/SD2 are referenced on plans. Please note where details 1 & 3/SD3 are referenced on plans. - Please specify where details 1, 2, 11, 17 & 18/SD4 are referenced on plans. Where is detail 14/SD5 referenced on plans? Where, is detail 6 as noted on 1015D5? Pier is missing at grid point D-2.2 on S2. Cross reference drag connection detail on floor farming plans as reqUired. • Specify 3 # 5 chord bars on composite deck plans, UNO. - - 55. - Provide a schedule for splices at various locations with -different strength of concrete as well as in CMU walls. Label elevator walls and stair walls by grid line 3.8 on sheet S3. Label interior CMU walls on S3 or reference to S2 for this information. CARLSBAD 02-1425 MAY 23,2002 S * Show details and references for non-bearing partitions, on S3, i.e., those in the • hallway by grid line 2.6, etc. Similarly, for other levels. The location of door openings on grid lines 2.2 and 2.4 per S5 do not match the • floor plans. 60. . Please cross reference all relevant details per SD sheets on framing schedule key-notes as required. . Where is detail 23/SD2 as referenced on S7, at grid point B-1.5? Specify complete roof deck specifications on plans per S8. . Show the location, size and designation of every single interior header on S8 (typical is not sufficient notation). 64. Identify all the designated shear walls on S7. 65. Show shear transfer details on S8 between roof and shear walls both interior & exterior. 66. . Label building sections on 59 & cross reference it on framing plans. - Show details of hat bracing at mid height of partitions with tek size and number. The control joints are recommended at 45' o.c. instead of 160' o.c. as noted on 12/SDI. Reinforced Masonry, Handbook, Table 9-1. 69. Specify the tek size and number for drags to interior studs on detail. I 8/SDI . 70.' Call out roof bracing strap gage, size with connections at each end on S8. 71 Show details of the masonry piers per W8 on foundation schedule, Sheet S2 Show spacing of the 2 # 3 ties per note W8 on Sheet S2. Please see attached for P/M/E & HC items. To speed up the review process, 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. If you have any questions regarding these plan review items, please contact Ali Sadre with Esgil Corporation at 858/560-1468. Thank - 'S you. CARLSBAD 02-1425 MAY 23, 2002 ELECTRICAL, PLUMBING, MECHANICAL, AND ENERGY CORRECTIONS PLAN REVIEWER: Eric Jensen . ELECTRICAL/ENERGY . The electrical is approved as submitted. No energy is required (No mechanical units shown). - . PLUMBING (1997 UNIFORM PLUMBING CODE) Provide a complete roof drain design. Parapets are shown with gutters? Include the drain sizing, location and overflow design. MECHANICAL (1997 UNIFORM MECHANICAL CODE) Detail the roof mounted exhaust fan installation if they penetrate any floor levels. Include the shaft and/or damper design, if required. If, however, they only serve the upper floor, no additional information is required. Note: If you have any questions regarding this Plumbing, Mechanical, and Energy plan review list please contact Eric Jensen 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. DEPARTMENT OF STATE ARCHITECT TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1998 edition of California Building Code, Title 24. Per Section 101 .4.11, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. - NOTE: All Figures and Tables referenced in this checklist are printed in the California Building Code, Title 24 Please provide notes, details and references on plans to show compliance with the following items: . SITE PLAN REQUIREMENTS Clearly show that the site development and grading are designed to provide access to all entrances and exterior ground floor exits, as well as access to normal paths of travel, per Section 1127B.1. Where necessary to provide access, shall incorporate pedestrian ramps, curb ramps,' stairways and handrails, etc. When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facilities, per Section 1127B.1. Show, or note that at every primary public entrance, and at every major function area along, or leading to, an accessible route of travel, there is to be a sign displaying the international symbol of accessibility. Signs are required to indicate the direction to accessible building entrances and facilities, per Sections 1117B.5.7 and 1127B.3. 4. Show that an accessible route of travel is to be provided to all portions of the building, to accessible building entrances and between the building and the public transportation. - CARLSBAD 02-1425 MAY 23, 2002 . SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 22 36 FALO MAR 1&t12p Pi fO( C4(LL&'-z2 CA-L3f*O Sc- PLAN CHECK NUMBER: OZ i42. OWNER'S NAME: I, as the or agent of the owner (contractors may not employ the special inspector), certify that I, or the achitect/engineer of record, will be responsible for employing the special inspector(s) a4 reqiy,èd by Uniforp BuildinCode (UBC) Section 1701.1 for the construction project locat!at t site lis)€d 159e. UB'%ection 106.3.5. I, as the /igineer/architect of record, certify that I have prepared the inspection ffrogram as required by UBC Section 106.3.5 for the construction the site listd abo Signed 1. List of work requiring special inspection: followi I4LI(A/ NoC8646 J Z. Soils Compliance Prior to Foundation Inspection Field Welding Structural Concrete Over 2500 PSI High Strength Bolting - fl Prestressed Concrete Z Expansion/Epoxy Anchors Structural Masonry Sprayed-On Fireproofing Designer Specified Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: LcJ C- .*TO f\J 4 fSS Oc. C )&icL(Ci 10 PUALl.T9 ASS IA R'k N C(J G, R.00A1O 3. Duties of the special inspectors for the work listed above: M9,riO,J 4. F6OTIr3C (cAIA11p,Jc ,rl.oft T PMcioivT C oM °OStT FLoa c7cA.S1 s i-e' ô i) G, RA D F"JJP 1'J6J - W14S OJPy' tctT rOrL fty A-iic-t-o rLc IN- vMONrzV. S 7 Special inspectors shall check in with the city and present their credentials for approval prior to beginning work on the job site. CARLSBAD 02-1425 MAY 23,2002 . VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 02-1425 PREPARED BY: All Sadre DATE: MAY 23, 2002 BUILDING ADDRESS: 2235 PALOMAR AIRPORT ROAD BUILDING OCCUPANCY: Si TYPE OF CONSTRUCTION: II-N/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) MINI STORAGE 32070 Air Conditioning Fire Sprinklers 32070 TOTAL VALUE 721,680 Jurisdiction Code CB By Ordinance I $2,357.981 1994 UBC Building Permit Fee 1994UBC Plan Deck Fee [j I $1,532.691 Type of Review: Complete Review Structural Only LII Other LI Repetitive Fee I Repeats LI Hourly Hour * - Esgil Plan Review Fee Comments: - -Sheet 1 of 1 macvalue.doc I $1,320.471 '4 ,.e_( - 'l• 4 BUILDING PLANCHECK CHECKLIST DATE PLANCHECK NO.: CBO/ BUILDING DRES: 3$ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER 3 7o- 1.[ EVALUE : ENGINEERING DEPARTMENT ,- -. APPROVAL .,. DENIAL -The item bu have submitted for review has been Please se the attached report of deficier'cies approved. The approval' is based on plans, ake necessary corrections to 'plans information and/or specifications provided in your . marked wiK Eitfis or sp'ecifi for compliance with applicable .- submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or. -. ,'this date including field modifications must be specifications to this office for review reviewed by this., office to insure continued . - • - . conformance, with applicable codes. Please review - '. . carefully all comments attached, as failure to comply . . . - . • - - with. instructions in this report can result. in suspension of permit to build. Date " A Right-of-Way permit is required prior to . -' . '' .- .•. . . . . • . - construction of the following improvements: 7By:: 4! .9 *1 . I ) I 4 ATTACHMENTS ENGINEERING DEPT CONTACT PERSON , Dedication Application Name JOANNE iUCHNIEWICZ 4 City of Carlsbad Dedication Checklist -.1-- * * . . - : • . Improvement Application Address:_1635 Faraday Avenue Carlsbad CA 92008 Improvement Checklist Phone (760) 602-2775 - 1 • . - . . . 4 . . . -- a '- Future Improvement Agreement - CFD INFORMATION Grading Permit Application Parcel Map No Grading Submittal Checklist * Lots Right -of-Way Permit Application Recordation , '' ''T • - • • - - Right-of-Way Permit Submittal Checklist - . - - * . . I , ,*• 4 -* Carlsbad Tract: and Information Sheet Sewer Fee Information Sheet A-4 - - - ..I__* -, 4$. J -- £ 4 * _*, - I - ,, , -- - - -•. - )•,-_ :- C- .--• 4! -. - H lWORD4DOCS\C11KLSV4BUing Planthedi C*JsI Fonn (Geneflc) doc i Rev. 7114100 - •. -- -: I - - -' 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow ' F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway.widths C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service BUILDING PLANCHECK CHECKLIST SITE PLAN El A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage, course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building;" B. Existing & Proposed Slopes and Topography ' C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, 'second dwelling, units and apartment complexes are an exception. D. Sewer and water laterals should not be located within proposed driveways, per stand F~ 3. Include on title 3heet: A. Site address B.' Assessor's Parcel Number C.: Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square' footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Plandieck Cldst Form (Genedc).doc 2 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following Engineering Conditions of approval for Project No. All conditions are in compliance. Date: DEDICATION REQUIREMENTS E 0 0 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15,000, pursuant to Carlsbad Municipal Code Section 18.40.030. . Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description • together with an 8 1/2's x 11" plat map and submit with a title report. All easement documents must be approved and... signed by owner(s) prior to issuance of Building Permit. Attached please find an application, form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and .fees to the. Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the . value of the construction exceeds $75,000, pursuant to Carlsbad. Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan -check process. The completed application form and the requirements on the H:\WORODOCSCHXLST'BuiIdIrig Planched,Cktst Form (RIDDLE - HARVEY 7-12-00).doc 3 Rev. 1226/96 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD checklist must be submitted in person. Applications by mail or fax 'are not accepted. Improvement plans must be approved, appropriate securities posted and 'fees paid prior to issuance of building permit. Improvement Plans signed by: 'Date: LI LI LI 6b. Construction of the public improvements may be deferred pursuant to'Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improve mentAgreement. This, agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows: - LI 0 LI ' 6c. Enclosed please find: your 'Future Improvement Agreement. Please return - agreement signed and notarized to the Engineering Department. -Future Improvement Agreement completed by: ' • ' ' Date: LI LI , LI 6d. No Public Improvements required. SPECIAL NOTE: Damaged Or defective, improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke'the 'need for a grading permit 1are found in Section 11 .06.030 Of the Municipal Code. LI LI ' LI 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut,.f ill import, export). ' 71 LI LI 7b. Grading Permit required. A separate grading plan prepared by a registered Civil V ' ' Engineer 'must be submitted together with the completed application form attached. NOTE: . The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. • - Grading Inspector sign off by: ' Date: - X V7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is hot required.) H:\WORD\DOCS\CHKLS'fl81iIdIflg Pnncheck CKIsI Form (Generic 7-14-00),doc 4 Rev. 7/14/00 t BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD fl 7d No Grading Permit required fl 7e If grading is not requited write "No Grading' on plot plan MISCELLANEOUS. PERMITS jL El 'El 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-ofWay and/or. private work adjacent to the public Right-of-Way. Types of work include, but are not Iimited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permitrequired for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad V sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. 'District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. • • Industrial Waste permit accepted by: Date: El 10. NPDES PERMIT . Complies with the City's requirements of the National Pollutant Discharge . Elimination System (NPDES)' permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge' to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. • ' El El 0 11. L) Required fees are attached U No fees required - "_Q) • WATER METER REVIEW ' fl El El 12a. Domestic (potable) Use - Ensure that the meter proposed by the owner/developer is not oversized. ( Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. 41 H:WORD\DOCSCMKL$118uk1hig PlaMieci, Cidsi Fonn (Genedc).doc - 5 • Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD If owner/developer proposes a size other than the "standard", then. owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. . Maximum service and meter size is a 2" service with a2" meter. If a developer is proposi% a meter greater than 27, suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching, into the street).. E 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: . . . I. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: Q •STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans .or grading plans (wl a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:WORD\DOCS'CHKLSVBuUdkg Planthed, Cktst Form (Generlc).doc 6 . Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST ST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. E fl 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. If a project fronts a street with recycled water, then they should be • connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the. improvement plans. Installing recycled water meters is a benefit for the • applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego • . Water Capacity Charge. If within three, years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for .a refund to the San Diego County Water Authority (SDCWA) .for a refund. However, let the applicant know that we cannot guarantee the refund, and • they must deal with the SDCWA for this. . D LI 13 Additional Comments H:WORDDOCSCM)QS1Bdlduig Planchedc Cidsi Form (Generc).doc 7. • • . •. • Rev. 71 14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0~Csa'llculation X stimate based on unconfirmed information from applicant: based on building plancheck plan submittal. Address# QJ "t) Bldg. Permit No.C,i,(/ Prepared by: Date: _____________ Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses.- &A~7 aLLia4le Sq. Ft./Units: EDU's: ,7 Types of Use: Types of Use: Sq. Ft.IUnits: EDU's: ADT CALCULATIONS: List types and square footages f r all uses. - Types of Use: Sq. Ft./Units: ') ADT's: ct Types of Use: Sq. FtJUnits: ADT's FEES REQUIRED: ..- :~E (no WITHIN CFD: bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 1. PARK-IN-LIEU FEE PARK AREA FEE/UNIT: X NO. UNITS: "2TFFIC IMPACT FEE Lf ADTsIUNITS: X FEE/ADT: =$____46-0 _________ BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2 DIST.43 ADT's/UNITS: X FEE/ADT: $_____________ LY4. FACILITIES MANAGEMENT FEE ZONE: 5 UNIT/SQ. FT 0 ?O x FEEISQ FT /UNIT L/o =____________ i. SEWER FEE EDU's: X FEE/EDU: - S BENEFIT AREA: EDU's: S x FEE/EDU:______ /10-6--,SI EWER LATERAL ($2,500) $ (2 #4-7. DRAINAGE FEES PLDA : HIGH /LOW_____ ACRES: X FEE/AC:______ o 8. POTABLE WATER FEES . - UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION S. 1 o 2 F:\FEE CALCULATION WORKSHEET.doc Rev. 7114100 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET 0 9. RECLAIMED WATER FEES • UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES* $_________________ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications andimprovements may also be required with Building Permits. S 20f2 F:FEE CALCULATION WORKSHEET 4OC 05/01/2003 09:48 FAX 7604384178 - •, , - Il01 * GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT 1NSPECT0R__(ISM Q. t&" DATE;_________ PROJECT ID Ct - 01 GRADiNGpEMrTNO.Cr)CXX) c. LOTS REQUESTED FOR RELEASE - NIA = NOT APPLICABLE d 'I=COMPLETE 0= INCOMPLETE OR UNACCEPTABLE Site access to requested lots adequate and logically grouped. Site erosion óont,ol measures adequate. Overall site adequate for health, safety and wefts of A. Letter of request for partial release submitted. 8 W X 11' site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. Engineer of Work certification of work done and pad elevations. Geologic englneei's letter If unusual geologic or subsasface nditlons est Pr*dcanditionsofaPpr6wai thedced for cenl. Fire hydrants within 500 feet of building comWWbIes and all weather roads access to site. Partial release of grading for the above stated loft Is approved for to of biding permit issuance. Issuance of bulldmg permits Is still subject to all tmaI City requirements requIred pursuant to the bul$ding permit process. 0 Partial release of the site Is denied for the following reasons PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST $ Plan Check No. CB Address Planner Elaine Blackburn Phone (760) 602-4621 APN: Type of Project & Use "1Jet Project Density: ,4')/ DU/AC Zoning: General Plan: Facilities Management Zone: .5 CFD/out) #_Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by this permit: 5l-E - Legend: Item Complete 0 Item Incomplete - Needs your action E?i 0 Environmental Review Required: YES V NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: El El Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:______________________________________________________ El" L] 0 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) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. E( 0 0 'YES V"NO InclUsionary Housing Fee required: (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (AIPIDs, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst • Rev 9/01 :-.. - .. . drl F_J Site Plan: Provide a. fully dimensional site plan 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). F] F71 Provide legal description of property and assessor's parcel number. Pàlicy 44 - Neighborhood Architectural Design Guidelines ü Applicability: YES . NO________ E Project complies YESNO - Zoning: . . E . 1. . Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown • Rear: Required . Shown Topof slope: Required Shown El El 2. Accessory structure setbacks: ,/,/i9_. . . - . Front: Required Shown Interior Side: Required Shown . _. • Street Side: Required Shown Rear: . Required . Shown Structure separation: Required . Shown • Lot Coverage: Required Shown Height: • Required Shown Parkin: Spaces Required Shown - (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown E E E Additional Comments •• _.• OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ."DATE •13 - H:\ADMIN\COUNTER\BldgPlnchkRevChklst . Rev 9/01 ."Carlsbad Fire Department 021425 1635 Faraday Ave. Fire Prevention Carlsbad, CA 92008 . (760) 602-4660 Plan Review Requirements Category: Building Plan Date of Report: 05/22/2002 Reviewed by: Name: Terry Aston Address: 162 S. Rancho Santa Fe Rd. Suite F30 City, State: Encinitas CA 92024 Plan Checker: S Job #: 021425 Job Name: Carlsbad Self Storag Job Address: 2235 Palomar Airport Ste. or Bldg. No. - Approved 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. Approved The item you have submitted for review has been approved subject to the Subject to 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. El Incomplete The item yOu have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliancewith the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. Review 1st _________ 2nd _________ 3rd _________ Other Agency ID FD Job # 021425 FD File # I. 'Carlsbad Fire Department 021425 4 1635 Faraday Ave: Fire Prevention Carlsbad, CA 92008 (760) 602-4660 Plan Review Date of Report: 05/22/2002 Reviewed by: Name: Terry Aston Address: 162 S. Rancho Santa Fe Rd. Suite F30 City, State: Encinitas CA 92024 Plan Checker: 021425 Job Name: Carlsbad Self Storag Job Address: 2235 Palomar Airport • Ste. or Bldg. No. This approval for building only. sli'all require submittal of Automatic Fire Sprinkler System plans. Requirenents Category: 'a Building Plan Requirement: Pending 05.11 Knox Box Knox Box required when access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life saving or fire-fighting purposes. The Fire Department will determine the location for the key box and provide an authorized order form. Requirement: Pending 05.15 Automatic Fire Sprinkler System Required A fire sprinkler system is required for this building. If the building is a spec building (no tenant known) the sprinkler system must be designed to .45/3000. Provide notes on the plans that fire sprinkler plans will be submitted to the fire department for approval prior to installation. Requirement: Pending 05.16 - A/S Design Sprinkler system design shall be in accordance with standards set forth by the National Fire Protection Association and UBC Standards 38-1 and 38-2. Permits are required prior to installation. Plans, specifications and calculations shall be certified by a licensed fire protection engineer or other person deemed corñpetént by the Chief, and submittedin the name of a licensed sprinkler contractor. Warehouse buildings for which no specific use, occupant, product, activity or storage array has been identified, shall be protected by sprinkler system designed to deliver water at the rate of .45 gaflons per square foot, throughout a 3000 square foot design area. Requirement: Pending 05.26 Exit Illumination Exits shall be illuminated at any time the building is occupied with light having intensity of not less than 1 footcandle at floor level. The power supply for exit illumination shall normally be provided by the premises' wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system of Group I, Division 1 Occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. Page 1 WALL DEAD LOAD (STUCCO) WALL DEAD LOAD (MASONRY) MDL:=58.psf (MIN.) WDL := 10.psf DESIGN BASED ON 1997 UBC GRAVITY LOADS: ROOF LIVE LOAD RLL:= 20psf ROOF DEAD LOAD RDL:=4•psf FLOOR LIVE LOAD FLL:= 125.psf FLOOR DEAD LOAD FDL : 40.psf WIND LOADS (80 MPH. 30 FT., EXPOSURE C): VELOCITY PRESSURE: qs := 16.4psf COMBINED HEIGHT, EXPOSURE, AND GUST FACTOR COEFFICIENT: Ce := 1.23 PRESSURE COEFFICIENT LATERAL: Cq := 1.3 PRESSURE COEFFICIENT UPLIFT: Cqu := 0.7 LATERAL PRESSURE: Wp := qs.Ce.Cq UPLIFT PRESSURE: Wu :=qs.Ce.Cqu PRESSURE COEFFICIENT LATERAL (COMPONENTS): Cqc1 2 PRESSURE COEFFICIENT UPLIFT (COMPONENTS): Cquc := 1.3 LATERAL PRESSURE RASKIN ENGINEERING 11030 ARROW ROUTE, #211 RANCHO CUCAMONGA, CA 91730 PHONE: (909) 980-8898 FAX: (909) 980-8838 E-MAIL: RASKINENG@POSTMARK.NET PROJECT: CARSLBAD SELF STORAGE LD D PALOMAR AIRPORT RD., CARSLBAD, CA SEISMIC LOAD (ZONE 4): MAY 0 62002 NEAR SOURCE FACTOR: Na := 1.0 >10 km from type 'B' Nv := 1.0 SEISMIC COEFFICIENTS: Ca := 0.4GNa Soil Type Sc Cv := 0.56Nv STRUCTURAL SYSTEM QUALITY FACTOR: R:= 4.5 BUILDING HEIGHT: hn =31 Wp = 26.224psf 0.02 Wu = 14.12psf IMPORTANCE FACTOR: I:= 1 3 T:= Ct.(hn)4 T = 0.263 = 0.474 MAX. R.T 2.5-Ca-1 = 0.222 R 0.11.Ca.I= 0.044 MIN. STRUCTURE PERIOD: SEISMIC BASE SHEAR COEFFICIENT: kL,UMt-UNtN [Z)): Wpc := qs.Ce.Cqc Wpc = 24.206psf UPLIFT PRESSURE (COMPONENTS): Wuc := qs.Ce.Cquc Wuc = 26.224psf MATERIAL SPECIFICATIONS: STEEL: Fyi := 55000.psi (COLD FORMED - 18GA. AND THICKER) SCREWS: Fy2 := 33000psi (COLD FORMED - 20GA. AND THINNER) BOLTS: Fy3 := 36000-psi (HOT ROLLED) ANCHORS Fy4 := 46000-psi (TUBE SECTIONS) Fy5 := 60000-psi (REINFORCING) SOIL: CONCRETE: f'cl := 2500-psi (FOUNDATION) fc2 := 3000. psi (COMPOSITE DECK) 1 #12 TEK (STRUCTURAL) A-307 HILTI KB-11 (CONCRETE) HILTI HY-150 (MASONRY) 2500 psf ALLOWABLE BEARING PRESSURE PER SOILS REPORT by Leighon and Associates, Dated 6/30/99. RASKIN ENGINEERING, INC. Carlsbad Self Storage, Carlsbad, CA Date: 3/2/00 File: 00-20VERTRF.mcd PROJECT: CARLSBAD SELF STORAGE CARLSBAD, CA DESIGN FOR ROOF VERTICAL LOADING: DESIGN LOADS: ROOF LIVE LOAD RLL := 20.psf ROOF DEAD LOAD RDL := 4.psf WALL DEAD LOAD MDL := 58•psf (MIN.) WALL DEAD LOAD WDL := 10.psf (MASONRY) (STUCCO) WIND UPLIFT Wu := 14.12psf WIND LATERAL Wp := 26.22psf WIND UPLIFT (COMPONENTS) Wuc := 26.22p WIND (COMPONENTS) Wpc := 24.2 1.psf DESIGN ROOF DECK: USE 26 GA. MBCI ULTRA-DEK TO SPAN 5'-0" BETWEEN PURLINS (or equivalent) RLL= 20psf < LL10 := 37.psf OK per attached load/span table DESIGN CONNECTION: T := (Wuc - RDL).(24. in) .(5.ft) T = 222.21b USE (1) #12 TEK SCREWS PER CLIP CONNECTION TO ROOF PURLIN Tall := 1-294-lb Tall = 294 lb > T = 222.21b OK DESIGN PURLINS: (TYPICAL - 10-0' SPANS) L:= 10-ft Fy:=55•ksi Qf:= 1.67 w:r=(RDL+RLL).5.ft w=l2Oplf wL2 M:=— M=1200 ft- lb 10 Sxreq := i Sxreq = 0.437 n 3 Fy TRY 'Z' 4"X2.5"X16GA. PURLINS Sx := 0.6977.in3 > Sxreq = 0.437 in OK CHECK UPLIFT: L 10-ft wu : (Wuc _RDL).5.ft w=111.Iplf Mu := 0.080.w.L2 Mu = 888.8 ft.lb 2 RASKIN ENGINEERING, INC. Carlsbad Self Storage, Carlsbad, CA Date: 3/2/00 File: 00-20 VERTRF. mcd d := 4-in ly := 1.1034.in4 Cb := 1 E := 29000000.psi ly Iyc:=— lye =0.552in4 My := Sx.Fy My = 3197.792 ft. lb Me:— ECb.d1yc Me= 1827.625ft.Ib 2.L 2 10 MCI 1ff Me> 0.56.My,.My.(1 - 10 -My MCI = 1826.197fi.lb [ 9 36.Me) ] Mc if(Me ~! 2.78.My,My,Mc1) Mc = 1826.197fi.lb Ma := 1.33. Me Ma = 1454.397ft.lb > Mu = 888.8 ft. lb OK nf USE 'Z' 4'X2.5"XI6GA. PURLINS - AT TYPICAL SPANS UP TO 10-0" DESIGN PURLIN TO POST CONNECTION: (5x10 GRID) V:=wL V=i200lb' USE (4) #12 TEK SCREWS Vail := 4-326-lb Vali= 13041b > V= 12001b OK DESIGN POST: P:=V P=l200lb USE C 4"X2.5"X18 GA. POSTS at 5x10 GRID up to 10 ft MAX. HT. see attached Axial Load calculation Pall := 1731.8.lb > P= 12001b OK USE C 4"X2.5"X16 GA. POSTS at 5x10 GRID up to 13.5 ft MAX. HT. see attached Axial Load calculation Pall := 1762.3.lb > P= 12001b OK DESIGN POST ANCHORAGE: Pu:=(5. ft) .Wu.L Pu=706lb USE (4) #12 TEK SCREWS (POST TO BASE ANGLE) Vall:=3•326•lb VaIl=9781b > Pu=7061b OK USE MIN. 3/8" DIA. X 2 1/2" EMBED. HILTI KB-11 (ICBO ER-4627) (BASE ANGLE TO SLAB) Tall := 1.33.605.lb Tall = 804.65 lb > Pu = 706 lb OK 3 RASKIN ENGINEERING, INC. Carlsbad Self Storage, Carlsbad, CA Date: 3/2I00] File: 00-20VERTRF.mcd DESIGN BEAMS: (10-0" SPANS) L := 10-ft Fy := 55.ksi Qf:= 1.67 P:= (RDL + RLL).(10.ft).(5.ft) P = 12001b := M = 3000 ft.lb 4 M.of 3 Sxreq := Sxreq = 1.093 in Fy USE C 6"X2.5"X16 GA. BEAMS Sx := 1.2030.in3 > Sxreq =1.093 in OK ' CHECK UPLIFT: := 10.ft P:= (Wu —RDL).(5ft).(10.ft) P=5061b P.L Mu := Mu = 1265ft.lb 4 d := 6-in Jy := 0.6423.in4 Cb := 1 E:= 29000000.psi lye •2 - lyc = 0.321 in My := Sx•Fy My = 5513.75 ft lb Me 71 E.Cb-d-lyc Me= 1595817ft-lb 2.L 2 10 -Mci := iMe>0.56.My .My. (1_ 10.My Me Mcl= 1595.817ft.lb L • 9 36.Me) J Mc := if(Me 2.78.My,My,Mci) Mc = 1595.817 ft. Ib • - * Ma:= 1.33. mc Ma= 1270.92ft.Ib , > Mu= 1265ft.lb . OK nf DESIGN BEAM POSTS: P:=(RDL+RLL).(10. ft) .(10.ft) P=24001b USE DBL. C 4"X2.5"X18 GA. POSTS at 5x10 GRID up to 10 ft MAX. HT. • see attached Axial Load calculation Pa11:=2.1731.8.lb Pall =3463.61b > P=24001b ; OK • - 4 .• 4 RASKIN ENGINEERING, INC. Carlsbad Self Storage, Carlsbad, CA Date: 3/2/00 File: 00-20VERTRF.mcd USE DBL. 'C' 4"X2.5"X16 GA. POSTS at 5x10 GRID up to 13.5 ft MAX. HT. see attached Axial Load calculation Pal1:=2.1762.3.lb Pall =3524.61b > P=24001b OK DESIGN POST ANCHORAGE: Pu :=(10.ft).(10.ft).(Wu - RDL) Pu = 10121b USE (4) #12 TEK SCREWS (POST TO BASE ANGLE) Vail 4-326-lb Vail = 13041b > Pu = 10121b OK USE (2) 3/8" DIA. X 2 1/2" EMBED. HILTI KB-11 (ICBO ER-4627) (BASE ANGLE TO SLAB) TaI1:=2.1.33.605.ib Tall= 1609.31b > Pu = 10121b OK DESIGN EXTERIOR POSTS FOR WIND LOAD + ROOF DEAD LOAD: L 13.5-ft o:=2ft.Wpc o=48.42p1f M:= - - --- M=1103.068 ft. Ib 8 P:=°.[(5.ft).(RDL)] P=lOolb USE 'C'4"x2.5"x18 GA. EXT. POSTS c 5'-0" 0/C (up to 13'6" HEIGHT) S,:= 0.4285.in3 1054. lb wl INFILL STUDS @ 24" 0/C. M P + = 1.031 < 1.33 -OK 0.6.Fy.Sx 'allow 5 S t<AS1SiN NLINLbi<INj, INL. uarisoaa eir storage uate: iiiiuu 3rd Floor Framing Design File: 0020fIoor3.Tj RASKIN ENGINEERING, INC. d FLOOR FRAMING STRUCTURAL CALCULATIONS for r CARSLBAD SELF STORAGE, CARLSBAD, CA DESIGN LOADS: FLOOR LIVE LOAD.......... FLL:= 125.psf . FLOOR DEAD LOAD ........ FDL:=40•psf WDL:= 10.psf ROOF LIVE LOAD............RLL:= 20.psf ROOF DEAD LOAD ......... RDL:=7.psf IvfDL:=,58•psf WIND LOADING @ 80 MPH, EXPOSURE C HORIZONTAL ---- > Wp :=26.22psf Wpc :=24.21.psf UPLIFT - --> Wu .:= 14 l2psf Wuc = 26 22psf SEISMIC ZONE 4 Sf :=O.222 DESIGN COMPOSITE DECK: L:=10ft USE I8GA. BHP 2W COMPOSITE DECK W/4" TOTAL CONCRETE THICKNESS (ICBÔ ER-2757) LLa1I:= 131.psf > FLL = 125 psf OK , 3rd FLOOR FRAMING: DESIGN POSTS TO CARRY 1-FLOOR & ROOF: P:= (2.5.ft).(10.fi).(FDL + FLL) + (5.ft).(10.ft).(RDL + RLL) P = 5475 lb USE C' 4"x2.5"x16 GA. STUDS @ 30" 0/C -9-8 TALL, BRACED AT MID-HEIGHT. P 10 := 7665-lb per attached Axial Load Catc. DESIGN TOP TRACK TO SPAN 30" BETWEEN STUDS: L 30. in F := 55.ksi FL (10.ft).(FDL + FLL) COFL = 1650 plf (OFL.L - M := M = 1289.06 ft.lb 8 Sx.req :=O"F . - Sxreq = 0.469 in3 .. USE U 4-3116"x3.25"x12 GA. TOP TRACK - TYP. S 0.553•in3 OK DESIGN CORRIDOR BEAMS TO CARRY 1-FLOOR ONLY: L := 5.5. ft FL := (10.ft).(FDL + FLL) FL = 1650 plf 6 . RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/3/00 3rd Floor Framing Design File: 00-20fIoor3.mcd O)FLL M := M = 6239.06 ft. 1b 8 M 3 Sx.req 06 F Sx.req = 2.269 in y USE DOUBLE 'C' 6"x2.5"x14 GA. CORRIDOR BEAMS - TYP. AT 3rd FLOOR FRAMING S> :=2.1.5267•in3 S, = 3.053 in OK DESIGN BEAM TO POST CONNECTION: P=4537.51b P = USE (3) #12 TEKS PER BEAM TO STUD CONNECTION 622.1b -(12) TOTAL #12 TEKS PER END OF CORRIDOR USE DOUBLE 'C4x25x16 GA. POSTS . DESIGN 10-0' BEAMS TO CARRY 1-FLOOR & ROOF: L := 10-ft O)FL:= (10.fl).(RDL + RLL + FDL + FLL) 04L = 192O P' FLL M:= M = 24000 ft. lb 8. . Sx.req 0.6.F Sx.req = 8.727 in3 USE DOUBLE 'C 10"x3.5"x12 GA. BEAMS, UP TO iO'-O' SPANS AT 3rd FLOOR FRAMING S> := 2.4.9012.in3 S = 9.802 in OK DESIGN BEAM TO POST CONNECTION: . V P:= WFL.L P = 19200 lb = 21.72 USE (12) #12 TEKS PER BEAM TO POST CONNECTION 884.1b -(24) TOTAL #12 TEKS PER POST DESIGN POST FOR 10-0 BEAM SPANS: SEE STEEL COLUMN DESIGN: V P := FL.(10 ft + 10.ft). P = 19200 lb V USE TS 4x4x3116" COLUMNS - TYP. V := 0.4578 <1.0 OK 7 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3I3/00 3rd Floor Framing Design File: 00-20f1oor3. mcd DESIGN 10-0' BEAMS TO CARRY 1-FLOOR & ROOF: (ALTERNATE DESIGN) L:= 10-ft SEE ATTACHED STEEL BEAM DESIGN: DL :=(lOfi)(TIL + FDL) UDL=47OPlf LL (10.ft).(RLL + FLL) COLL = 1450p1f USE W8X18 BEAMS, UP TO 10'-0" SPANS AT 3rd FLOOR FRAMING CSI 0.804 < 1.00 OK DESIGN SHEAR CONNECTION FOR 10-0" BEAMS: per AISC 9th Ed. Vma :=(}(wLL+ ()DL) Vm =9.6kips PLATE: t := --•in 1 := 6-in F 36.ksi 4 y R0 := 0.4.F-I-t R0 = 21.6 kips > Vmax = 9.6 kips OK USE 1/4" x 6" PLATE FILLET WELD: a a = 0.67 which gives: C =0.585 from Table XIX lb F := 928. in allowable fillet weld per 1/1 6th inch. max D16 D16 = 2.95 USE 5/16" FILLET WELD BOLTS: db n =2 Cb := 1.18 for 2 bolts - from Table XI 1r.db ry := ----.(21.ksi) r = 12.63 kips shear capacity of single bolt Rb := Cb.ry Rb = 14900.72 lb > VMax = 9600 lb OK USE (2) 7/8" A325-N BOLTS Check net shear fracture capacity of plate: F := 58.ksi Rns:= 0.3.(F).[1 - n.(db + __.in)].t Pns = 17.94kips > 9.6 kips OK 16 DESIGN EXTERIOR STUDS TO SUPPORT 1-FLOOR & ROOF + WIND LOADING: L:= 9.67-ft P := [(24.in).(10.ft).(FDL + FLL) + (5.ft).(10.ft).(BJL + RLL)].L P = 2325 lb 8 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/3/00 3rd Floor Framing Design File: 00-20f1oor3.mcd 0) := (24. in) .Wpc = 48.42 p11 M:= M=565.96 ft- lb Sx.req Sx.req = 0.314in3 USE 'C'4"x2.5"x16 GA. STUDS @ 24" 0/C AT EXTERIOR END WALLS fallow 7665-lb S, 0.7018•in3 p Sx.req a + a = 0.75 < 1.0 OK "allow S)( - DESIGN 8'-0' DOOR HEADERS AT EDGE OF SLAB TO CARRY 1-FLOOR & ROOF: L := 8-ft (2.5,ft) + FLL) + + RLL) + (13.ft).(wDL) FL =40335 P'1 2 2ft) 0)FL.L M 8 M = 3230ft.Ib Sx.req := 0.6.F Sx.req = 1.794in3 . USE 'C 8"x2.5"x14 GA. BEAMS, UP TO 8'-0" SPANS AT EDGE OF 3rd FLOOR FRAMING S =2.2646. in3 - OK 9 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/3/00 2nd Floor Framing Design File: 00-20floor2.mcd RASKIN ENGINEERING, INC. 2nd FLOOR FRAMING STRUCTURAL CALCULATIONS for CARLSBAD SELF STORAGE, CARLSBAD, CA DESIGN LOADS: FLOOR LIVE LOAD .......... FLL := 125.psf FLOOR DEAD LOAD ........ .FDL := 40.psf WDL := 10.psf ROOF LIVE LOAD............RLL:= 20.psf ROOF DEAD LOAD ......... RDL:=4psf MDL := 58.psf WIND LOADING @ 80 MPH, EXPOSURE C HORIZONTAL ----> Wp := 26.22psf Wpc := 24.21.psf UPLIFT ----> Wu := 14.12psf Wuc 26.22psf SEISMIC ZONE 4 Sf 0.222 DESIGN COMPOSITE DECK: L:=10.ft USE I8GA. BHP 2W COMPOSITE DECK W/ 4"TOTAL CONCRETE THICKNESS (ICBO ER-2757) LLa1l:= 131.psf > FLL = 125 psf OK 2nd FLOOR FRAMING: DESIGN POSTS TO CARRY 2-FLOORS & ROOF: ,P:= 2.(30.in).(10.ft).(FDL + FLL) + (5.ft).(10.ft).(RDL + RLL) P = 9450 lb USE C6"x2.5"x16 GA. STUDS @ 30" 0/C Axi I Load Calc. -9-8' TALL, BRACED AT MID-POINTS. aiIow .= 10329.5.lb per attached a a DESIGN TOP TRACK TO SPAN 30" BETWEEN STUDS: L := 30-in Fy = 50000 psi FL := (10.ft).(FDL + FLL) COFL = 1650pIf O)FL.L M.— M = 1289.06 ft. lb 8 Sx.req Sxreq = 0.516in3 USE 'U' 6-3116"x3.25"x12 GA. TOP TRACK - TYP. S, := 0.553.in3 OK DESIGN CORRIDOR BEAMS TO CARRY 1-FLOOR ONLY: L := 5.5-ft FL := (10.,ft).(FDL + FLL) COFL = 1650p1f M := M = 6239.06 ft.lb 8 10 10 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/3/00 2nd Floor Framing Design . File: 00-20fIoor2.mcd Sx.req 0.6.F Sx.req = 2.496 in 3 USE DOUBLE C 6x2.5'x14 GA. CORRIDOR BEAMS - TYP. AT 2nd FLOOR FRAMING * S:=2.1.5267.in3 S=3.053in3 OK DESIGN BEAM TO POST CONNECTION: * P P = 4537.5 lb P =2 7.3 USE (3) #12 TEKS PER BEAM TO STUD CONNECTION 622. lb -(12) TOTAL #12 TEKS PER END OF CORRIDOR USE DOUBLE 'C6x2.5x16 GA. POSTS - BRACED © MID- POINTS DESIGN MASONRY COLUMNS AT FLOOR EXTERIOR: SEE MASONRY COLUMN DESIGN CALCULATION: DL =[() (RDL + 2 FDL) + 210 PIf] (10 ft) PDL = 6.3 kips PLL:=[J.(L+ 2.FLL)].(10.ft) PLL 13.5 kips. DETERMINE SEISMIC FACTOR ON C.M.U.: a:= 1.0 Na: 1.0 Ca:=O.4ONa C, 0.4 I:1.0 R:=3.0 h=5ft hr 31ft aC•I I h'\ Sfc a + 3. SfC = 0.2 h1 USE 8X16" C.M.U. COLUMNS W/ (4) #5 VERT. BARS AT EACH FACE & #3 TIES © 8" 0/C := 0.7432 <1.33 OK . . DESIGN MASONRY WALLS AT 1ST FLOOR SEE MASONRY WALL DESIGN CALCULATION: DL .[(J±) (RDL + 2 FDL) + 210 If] DL = 630 plf LL = P 29 (RLL + 2 FLL)] LL = 1350 pif 11 I RASKIN ENGINEERING, INC; Carlsbad Self Storage Date: 3/12I0 2nd Floor Framing Design File: 00-20fIoor2.mcd DETERMINE SEISMIC FACTOR ON C.M.U.: a : 1.0 Na := 1.0 Ca:= 0.4Na Ca = 0.4 : 1.0 R:= 3.0 h:=20-ft hr :31.ft a.C&I ( h'\ SfC:= ' P .1+3. __J Sfc= 0.39 Rp hr USE 8" C.M.U. WALLS W/ #5 VERT. BARS @ 40" 0/c & (2) #4 HORIZ. BARS @ 48" 0/c 0.9144 <1.33 OK DESIGN CORRIDOR BEAMS TO CARRY 2-FLOORS: L := 5.5-ft FL 2.(10.ft).(FDL + FLL+ RDL+ RLL) 0FL = 3780p1f FL.L M := M = 14293.13ft.lb 8 M 3 Sx.req 0 &F := Sx.req = 5.717 in y USE DOUBLE 'C' 8"x2.5"x12 GA. CORRIDOR BEAMS - TYP. TO CARRY 2-FLOORS + ROOF S:=2.3.4113.in3 S=6.823in3 OK DESIGN BEAM TO POST CONNECTION: P:= P = 10395 lb = 16.71 USE (4) #12 TEKS PER BEAM TO STUD CONNECTION 622-lb -(16) TOTAL #12 TEKS PER END OF CORRIDOR USE DOUBLE C6x2.5x16 GA. POSTS - BRACED @ MID- POINTS DESIGN 8-0 DOOR HEADERS AT EDGE OF SLAB TO CARRY 2-FLOORS & ROOF: L 8-ft -ft 10-ft DL : 2J.2.(FDL) + (..}(RDL) + (21.ft).(WDL) CODL = 630 plf LL = 2 (FLL) + (--) (RLL) 0LL = 1350 plf O'ft) USE MIN. 8"x32" C.M.U. LINTEL BEAM W/ (2) #5 BARS © 24" 0/C - MAX. -SPECIAL INSPECTION REQUIRED CSI:= 0.94 <1.00 OK 12 12- RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/7/00 Foundation Design File: 00-20FDN.mcd RASKIN ENGINEERING, INC. STRUCTURAL CALCULATIONS for CARLSBAD SELF STORAGE, CARLSBAD, CA DESIGN LOADS: FLOOR LIVE LOAD..........FLL:= 125-psf FLOOR DEAD LOAD ......... FDL:= 40.psf ROOF LIVE LOAD............RLL:= 20-psf ROOF DEAD LOAD ......... RDL:=4.psf WIND LOADING @ 80 MPH, EXPOSURE C FOUNDATION DESIGN WDL := 10.psf MDL 58-psf HORIZONTAL ----> Wp := 26.22 psf Wpc =24.2 l.psf UPLIFT - --> Wu := 14 lZpsf Wuc = 26 22ps1 SEISMIC ZONE 4 Sf = 0.222 FOUNDATION DESIGN SIZE MAT-FOUNDATION SLAB TO CARRY 2-FLOORS & ROOF: DL =(lOft)(25ft)[(FDL)2+RDL} PDL=2lOOlb LL =(loft)(25ft)[(FLL)2+RLL] PLL=6750!b USE 7.5" THICK "MAT" FOUNDATION W/ 06 BARS @ 14" 0/C PERPENDICULAR TO LOAD BEARING WALLS -- PLACED AT CENTERLINE AND #5 BARS @ 16" 0/C PARALLEL TO LOAD BEARING WALLS -- PLACED BELOW MAIN BARS. Refer to attached Beam on Elastic Foundation" & the "Multi-Span Concrete Beam Design caics. M,,:= 12.55-ft-kips M = 13.21-ft-kips OK Max soil pressure BRG = 768 psf < 1000 psf OK ALTERNATE DESIGN: SIZE CONTINUOUS FOOTINGS TO CARRY 2-FLOORS & ROOF: w0 = (10 ft) [(FDL + FLL) 2 + RDL + RLL] w0 = 3540 plf TRY ftg=15fi BRGaiiow = 2500 psf BRGaiiow = 2500 psf wtot BRGactuai := - BRGactuai = 2360 psf < BRGaiiow = 2500 psf OK ftgw USE 18" WIDE x 24" DEEP CONTINUOUS FOOTINGS W/ (2) #5 BARS TOP & BOTTOM ALTERNATE 13 RAS KIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/5/00 Foundation Design File: 00-20FDN.mcd SIZE MAT-FOUNDATION SLAB TO CARRY 1-FLOORS & ROOF: PDL:=(10.ft).(2.5.ft)*(FDL+1WL) PDL= 1100 lb LL := (10.ft).(2.5•ft)(FLL + RLL) PLL = 3625 lb USE 6" THICK "MAT FOUNDATION W/ #5 BARS @ 16" 0/C - EACH WAY AT CENTERLINE. Refer to attached 'Beam on Elastic Foundation" & the "Multi-Span Concrete Beam Design' calc's. Mu :=6.07.ft.kips .M6.47.ft•kips OK Max soil pressure: BRGmax := 476-psf < 1000 psf OK ALTERNATE DESIGN: SIZE CONTINUOUS FOOTINGS TO CARRY 1-FLOORS & ROOF: w 0 := (10. ft) .[(FDL + FLL) + RDL.+ RLL] w 0 = 1890 pif TRY ftg:=1.5.ft BRGaiiow := 2500.psf BRGatiov = 2500 psf wtt BRGactuat := BRGawal = 1260 psf < BROajiow = 2500 psf OK USE 18" WIDE x 24" DEEP CONTINUOUS FOOTINGS W/ (2) #5 BARS TOP & BOTTOM -ALTERNATE SIZE CONTINUOUS FOOTINGS TO CARRY 2-FLOORS & ROOF, PLUS 20' OF C.M.U.: w0 := (10.ft).[(FDL + FLL).2 + RDL + RLL] + (20.ft).(MDL + 10.psf) w 0 = 4900p1f TRY ftg:=2.0.ft BRGaiiow := 2500.psf BRGallow = 2500 psf wtot BRGactuai := - BRGactuaj = 2450 psf < BRGaiiow = 2500 psf OK ftg USE 2-0" WIDE x 24" DEEP CONTINUOUS FOOTINGS W/ (2) #5 BARS TOP & BOTTOM 14 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/20/00 1 Foundation Design File: 00-20FDN.mcd SEE\ATTACHED RESTRAINED RETAINING WALL DESIGN: hm 0•ft (RETAINED SOIL HEIGHT) Thuid:= (EQUIVALENT FLUID PRESSURE FOR AT-REST CODITION) BRGaiiow:= 2500 f (ALLOWABLE BEARING CAPACITY, plus and inc ases for width and depth) LATpass := 250.L (ALLOWABLE LATERAL BEARING, up to 309p'sf maximum) Cf:= 0.33 (COEFFICIENT OF FRICTION) / Surcharge := 75.psf urcharge due to auto traffic at driv , f(s) The passive pressure portion of I eral resistance cannot exce 2/3 of the total. VERTICAL LOADING ON WALL: WDL }(FDL).2 + (-).RDL+ (2 fI).(WDL) WDL = 320p1f WLL :=2.5. ft }(FLL).2 + (R_LL WLL = 362.5plf PROVIDE 10" C.M.U. RETAINING WALL vyi #6 VERTIAL BARS @8" 0/C AT INSIDE EDGE W/ #4 HORIZONTAL CONTINUOUS BARS @ 2 0/C AND 6'-b WIDE x 18" THICK CONTINUOUS FOOTING W/ #6 TRANSVERSE BARS, 16" 0/C at TOPITH (5) TOTAL #6 CONTINUOUS BARS. --REQUIRES 18" WIDE X 2'-67 DEEP CONTINUOUS"EY W/ #6 BARS @ 16" 0/C Fdesign :=.1291.7plf/ RESISTORCIE restraint force at top of wall) \\ USE MIN. 5-1/2" TH IDE CONCRETE DRIVEWAYS W/ 18"'VDE x 26" DEEP CONTINUOUS FOOTING/KEY TO AT TOP OF WALL resist: [(5.5.in).(25 f + (18.in).(26.in).(150.pcf).Cf + t(26mn)2 ass OT 2 = 1314.87 . tD DESIGN BASEMENT RETAINING WALL AT BUILDING EDGE - 1/2 RETAINED: ;RIZONTAL ATT,$HED RESTRAINED RETAINING WALL DESIGN: /5.ft (RETAINED SOIL HEIGHT) 'VIDE 8" C.M.U. RETAINING WALL W/ #5 VERTICAL BARS 24" 0/C AT INSIDE EDGE WI CONTINUOUS BARS © 24" 0/C AND 2'-9" WIDE x 18" THICK CONTINUOUS FOOTING W/ #5 TRANSVERSE BARS © 12" 0/C at TOP WITH (4) TOTAL #5 CONTINUOUS BARS. --REQUIRES 15" WIDE X 1'-6" DEEP CONTINUOUS KEY W/ #5 BARS © 24" 0/C 15 rst4C1 t'iOT UJD Fo(. IRASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/18/00 L Bldg. "B" Lateral Design File: 00-20LAT-B.mcd RASK\IERING, INC. BLDG." KESIGN STRUC TIONS for CARLS AGE, CARLSBAD, CA LATERA DESIGLOAD OR LIVE LOAD .......... FLL:= 125psf OOR DEAD LOAD........FDL:=40•psf WDL= l0.f OF LIVE LOAD............RLL:= 20.psf kF DEAD LOAD.........RDL:= 4.psf MDL770.psf WIND MP\I\EXPOSURE c . / HORIZONTAL ----> Wp= 26.22psf Wpc := 24.2 1.psf ,, / UPLIFT ---> Wu:— 14.12psf Wuc :=26.22pjf SEISMIC ZONE 4 Sf . BUILDING DATA: Xm :=32ft Y:=50.ft . ROOF AREA A3 =l584 2 3cg =15917ft ''3cg24891 2ND FLOOR AREA: A2:=15864.5ft\ X2cg.:159.17•ft Y2cg:=24.89.ft 1ST FLOOR AREA Al := 15864.5ft2 Xlcg: 159.17.ft Ylcg:=24.89.ft TRIBUTARY HEIGHT (ROOF) TH3 5.54. ft ROOF HEIGHT H3 := 30.5-ft TRIBUTARY HEIGHT (2ND FLR.) TH2 10. 4.ft D FLOOR HEIGHT H2 := 20-ft TRIBUTARY HEIGHT (1ST FLR.) THl :710.R IS LOOR HEIGHT H1 10ft SEISMIC FORCE AT LEVEL 3 (ROOF/ / w3 := [A3.(RDL + 4.psf) + (740. ft) . H3).WDL]. Sr w3 = 26.63 kips 1.4 SEISMIC FORCE AT LEVEL 2 N FLOOR): W2:= A2-(FDL + 0.25.FL(420.ft).1 + (740.ft)J].(WDL) + (130.ft).T •(MDL)]._ w2 = 204.14 kips SEISMIC FORCE AT VEL 1(1ST FLOOR): . / 1111 TH2 - TH2 Sf w1 :=[A1.(FDL +y5.FLL) + [2l6.io.(__) + 130.ft._.__].(MDL) + (420.ft){___). / . w1 = 202.34kips VERTICAL DTRIBUTION: / F3 = 13 F3 = 50.84kips / B-I RASKIN ENGINEERING, INC. STRUCTURAL CALCULATIONS for CARLSBAD SELF STORAGE, CARLSBAD, CA DESIGN LOADS: FLOOR LIVE LOAD..........FLL:= 125.psf FLOOR DEAD LOAD ........ FDL := 40.psf ROOF LIVE LOAD............RLL:= 20.psf ROOF DEAD LOAD.........RDL:= 4.psf WIND LOADING © 80 MPH, EXPOSURE C HORIZONTAL ----> Wp := 26.22psf Wpc := 24.21.psf UPLIFT ---> Wu := 14.12psf Wuc := 26.22psf SEISMIC ZONE 4 Sf := 0.222 BLDG. "D" LATERAL DESIGN WDL:= 10.psf MDL := 70•psf RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. 'D' Lateral Design File: 00-20LAT-D.mcd BUILDING DATA: X. := 15cft Y.:= 100-ft ROOF AREA: A3:= 10575 ft2 2ND FLOOR AREA: A2:= 10575ft2 1ST FLOOR AREA A1:= 10575ft2 Xlcg :=67.71.ft TRIBUTARY HEIGHT (ROOF) TFI3 := 6-ft ROOF HEIGHT TRIBUTARY HEIGHT (2ND FLR.) TH2 := 11-ft 2ND FLOOR HEIGHT TRIBUTARY HEIGHT (1ST FLR.) TH1 10.ft SEISMIC FORCE AT LEVEL 3 (ROOF): w3 := [A3.(RDL + 4.psf) + (426.4. ft) .(TH3).WDL Sf 1.4 ].— X3cg := 67.71-ft cg := 67.71-ft 1ST FLOOR HEIGHT Y3cg: 39.85 ft 2cg := 39.85-ft 39.85-ft H3 := 32-ft H2 := 20. ft H1 := 10-ft W3 = 17.47 kips SEISMIC FORCE AT LEVEL 2 (2ND FLOOR): W2 := A2-(FDL + 0.25.FLL) + (75ft)•1\___JMDL + (426.4.ft).TH2.(WDL)].-_-. W2 = 131.5 kips SEISMIC FORCE AT LEVEL 1 (1ST FLOOR): wi :=[A1.(FDL+ 0.25.FLL)+[(268.ft)JI +(75.ft),I].(MDL)+[(200.ft){THIi_)+(426.4.fI).(1)].WDL]._-L w1 = 144.24 kips VERTICAL DISTRIBUTION: F3 :-- =3 F3 = 35.4kips WH1 D-1 41 RASKIN ENGINEERING, INC. Carlsbad Self Storage . Date: 3/19/00 L Bldg. "D" Lateral Design . File: 00-20LAT-D.mcd w.(w2.1-i) F2 := = F2 = 166.49 kips - . w.(w.H) . F = F1 = 91.31 kips w1-H1 SUM THE DESIGN SHEARS AT EACH LEVEL: = F1 V3 = 35 4 kips F1 V2 = 201.89 kips ,. V1 F1 V1 = 293.2 kips. Vcheck W1 Vcheck = 293.2kips • OK WIND LOAD: . VW3 := TH3:(150 ft) .Wp . VW3 = 23.6 kips VW2 TH2.(150.ft).Wp + VW3 VW2 = 66.86 kips VW1 TH1.(150.ft).Wp + VW2 . VW1 = 106.19 kips THEREFORE, SEISMIC GOVERNS AT ALL LEVELS! 3RD FLOOR LATERAL: 3RD FLOOR LATERAL IS RESISTED BY VERTICAL DIAPHRAGM PARTITIONS. ROOF DIAPHRAGM IS NOT RIGID, THEREFORE, LOADS DISTRIBUTED BY TRIBUTARY AREA METHOD: SHORT DIRECTION: - V3 'a fs3 := - • fs3 = 3.35 psf (seismic force per square foot) D-2 43 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. 'D" Lateral Design File: 00-20LAT-D.mcd I Determine transverse lateral load per foot of building length, YS := fs3•(68.ft) v = 227.6 plf (at the worst case length of wall 20'-0" from west end wall DESIGN PARTITION SHEAR WALLS max. trib = 15 ft: Lw 10-ft + 20-ft + 10-ft Fwaii : (15.ft).v, Fwaii = 3414.07 lb Fwatt Vwaii = 85.35 plf < Vaiiow := 104.29.plf OK-per attached Lwait Shear Wall calc. USE 29 GA. McELROY MEGA-RIB PARTITION PANELS W/ (6) #12 S.M.S. TO EACH SUPPORT, 5-O" 0/C DESIGN ANCHORAGE: USE MIN. 318' DIA. X 2 1/2" EMBED. HILTI KB-II' ANCHORS 5-0' O.C. (ICBO ER-4627) Vail 1.33.1100.lb Vail = 292.6p1f > = 85.35p1f OK in shear CHECK OVERTURNING: iSL := 10.ft (individual shear wall length) M0 : iSL IFwair(11) M0 = 9388.7 ft.lb 'sjwaii} iSL Mresist := [(10ft)085RDL]- Mresist = l700 ft. lb M0 - Mresist Fdo := Fdown = 768.87 lb SL USE MIN. (1) 3I8" x 2-1/2" DEEP HILTI KB-11 EXPANSION ANCHORS AT EACH POST PER ICBO #ER 4627 F chor := 1.33.605.lb Fanchor = 804.65 lb OK LONG DIRECTION: Determine longitudinal lateral load per foot of building length, fs3.(72.ft) v = 240.99 plf (at worst case length of wall 25'-0" from North side-wall DESIGN PARTITION SHEAR WALLS max. trib = 25 ft: Li 15-ft + 20.ft "wall (25-ft)-vs waII = 6024.83 lb F wall - Vwait = 172.14 plf < Vallow := 172.3 1.plf OK-per attached Lwaii Shear Wall calc. D-3 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. 'D" Lateral Design File: 00-20LAT-D.mcd USE 29 GA. McELROY MEGA-RIB LINER PANELS W/ (6) #12 S.M.S. TO EACH SUPPORT wi #12 STITCH FASTENERS @ 24" 0/C - PANEL LENGTHS NOT TO EXCEED 10'-0" DESIGN ANCHORAGE: USE MIN. 3/8" DIA. X 2 1/2" EMBED. HILTI KB-II ANCHORS 5-0" O.C. (ICBO ER-4627) Vail 1.33.1100. lb Vail = 292.6p1f > V.,II = 172.14plf OK in shear CHECK OVERTURNING: iSL := 15-ft M0 := ( iSL Fwait(12ft) LwaJl) Mresist := [(5 ) .0.85 .L]. (iSL +10 ' ft)2 2 (individual shear wall length) M0 = 30984.85 ft-lb Mresist = 5312.5 ftib M0 - Mresist FdO\:= iSL down= 1711.49 lb USE SIMPSON S/LTT20HOLDDOWNS W/ 1/2"4 x 3-1/2" DEEP HILTI KB-11 EXPANSION ANCHORS AT EACH END OF LONGITUDINAL SHEAR WALLS PER ICB0 #ER 4627 - REQUIRES SPECIAL INSPECTION OF EXPANSION ANCHORS F chor := (1.33.2000.1b) Fchor = 2660 lb F := 1750-lb OK DESIGN ROOF STRAP BRACING TO DISTRIBUTE LOAD: F&1 V.25.ft Fwaii = 6024.83 lb {Fwaii5 102) Fsap = 3367.98 lb 2 10 Provide 3x16 ga. STRAP 'X-BRACING: -Check 3x16 gage straps for tensile strength: Fajiow (3.in).(0.060.in).(0.6.F. 1.33) Fallow = 7182 lb Design connection of straps: Fctrnn (2 bays of strap bracing across widest portion of bldg. & 4 total in building) F := 50.ksj > Fsti.ap 3367.981b OK NOscrews : NOscrews = 5.41 USE (7) #12 SCREWS AT EACH END OF STRAPS 2ND LEVEL LATERAL: 2ND LEVEL LATERAL IS RESISTED MOSTLY BY C.M.U. SHEAR WALLS IN THE LONG DIRECTION & METAL SHEAR WALLS IN THE TRANSVERSE DIRECTION. FLOOR DIAPHRAGM IS ASSUMED RIGID, THEREFORE, LOADS ARE DISTRIBUTED BASED ON SHEAR WALL RIGIDITY: SEE ATTACHED RISA-3D ANALYSIS FOR FORCE DISTRIBUTION t. D4 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. "D" Lateral Design File: 00-20LAT-D.mcd V2 = 201.89 kips X2cg= 67.71 ft ''2cg= 39.85 ft Hwan :=H2 - H1 Hwaii = lOft CHECK LONGITUDINAL DIRECTION FIRST: DESIGN C.M.U. SHEAR WALL: RISA 3-D PLATE #P57 THE TOTAL FORCE ALONG THIS LINE, MULTIPLIED BY 1.5 per UBC 2107.1.7, IS: Fiine := [(2.368).(35.ft)]. 1.5 Ftine = 124.32 kips SEE ATTACHED MASONRY SHEAR PIERS ANALYSIS FOR SHEAR WALL DESIGN: Av.req:= 0.167.-in - (shear steel req. per foot) As req := 1.234.in2 (bending steel req. at ends) ft USE 8" C.M.U. W/ #6 BARS @ 24" 0/C EACH WAY AND (3) #6 BARS AT EACH END OF WALLS A r(0.75 in) 2 1 in A = 0.2209 > A = 0.167-in - OK 4 24. in V req As := (05.mn)2 .(3) As = 1.3254 in > As.req = 1.234in2 OK DESIGN DIAPHRAGM AT 3RD FLOOR COMPOSITE DECK: THIS DIAPHRAGM IS THE WORST CASE SINCE IT CARRIES THE ROOF LOADING + THE LOADING AT THE 3RD FLOOR. THE WORST CASE DIAPHRAGM SHEAR OCCURS ALONG LINE "B", FROM RIGID DIAPHRAGM ANALYSIS, THE TOTAL SHEAR AT THIS WALL IS AS FOLLOWS: Fiine = 124.32 kips Fdeck Fiine -.j-- Ldeck : 105-ft Fdk Vdeck := --- Vdeck = 789.33 pif < 1724 plf - OK Ldk CHECK TRANSVERSE LATERAL DESIGN: DESIGN 20-0" LONG PARTITION METAL SHEAR WALLS: Lwaii WORST CASE IS RISA 3-D PLATE #P1 Fwait _(O3l4T)L ii Fwaii = 9420 lb ft ''wall: Vwaii = 314P1 := 391.36.plf OK-per attached Shear Wall calc. D-5 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. "D" Lateral Design File: 00-20LAT-D.mcd USE 26 GA. McELROY MEGA-RIB PARTITION PANELS W/ (6) #12 S.M.S. TO EACH SUPPORT, 2-6" 0/C W/ #12 STITCH & EDGE FASTENERS @ 12" 0/C DESIGN SHEAR ANCHORAGE: USE MIN. 3/8" DIA. X 2 1/2" EMBED. HILTI KB-II ANCHORS 2-6" O.C. (ICB0 ER-4627) Vail 1.33.1100.1b Vail = 585.2 plf > Vwait = 314 plf OK in shear CHECK SHEAR at TOP TRACK: ALLOWABLE SHEAR FOR #12 TEK SCREWS @ 12" 0/C. Vailow := 622.ib Vaitow = 622 plf > Vwaii = 314 plf OK 12. in CHECK OVERTURNING: iSL := 30-ft (individual shear wall length) iSL M0 := (Twall)--.Fwair(1O.ft) M0 = 94200 ft-lb iSL ) Mresist := 0.85.[().(FDL + RDL) + (20.ft).WDL}t Mresist = 160650 ft.ib mo - Mresist FdO iSL FdO = —2215 lb NO ADDITIONAL HOLDDOWNS REQ. USE MIN. (1) 3/8" x 2-1/2" DEEP HILTI KB-11 EXPANSION ANCHORS AT EACH POST PER ICBO #ER 4627 F chOr := 1.33.605.ib F chor = 804.65 lb OK 1st LEVEL LATERAL: 1ST LEVEL LATERAL IS RESISTED BY MOSTLY C.M.U. SHEAR WALLS IN EACH DIRECTION. FLOOR DIAPHRAGM IS ASSUMED RIGID, THEREFORE, LOADS ARE DISTRIBUTED BASED ON SHEAR WALL RIGIDITY: SEE ATTACHED RISA-3D ANALYSIS FOR FORCE DISTRIBUTION V1 = 293.2 kips Xlcg = 67.71 ft "'1cg = 39.85 ft Hwaii H - H1 Hwaii 10 ft CHECK LONGITUDINAL DIRECTION FIRST: DESIGN C.M.U. SHEAR WALLS: CHECK RISA 3-D PLATE #P56: THE TOTAL FORCE ALONG THIS LINE, MULTIPLIED BY 1.5 per UBC 2107.1.7, IS: Fiine :=[(2.747J).(SO.ft)]. 1.5 Fijne = 206.03 kips ft D-6 RASKIN ENGINEERING, INC. Carlsbad Self Storage Date: 3/19/00 Bldg. "D" Lateral Design File: 00-20LAT-D.mcj SEE ATTACHED MASONRY SHEAR PIERS ANALYSIS FOR SHEAR WALL DESIGN: Avreq:=0.193 "ft _ (shear steel req. per foot) A,,, := 1.431in2 (bending steel req. at ends) USE 8" C.M.U. W/ #6 BARS @ 24" 0/C EACH WAY AND (4) #6 BARS AT EACH END OF WALLS A:= 7t.(0.75.in)2I A=0.2209 in 2 — > req 0.193 in 2 OK := .(0.75.in)2 .(4) = L7671 in2 > .req = 1.4311n2 OK CHECK TRANSVERSE DIRECTION: DESIGN C.M.U. SHEAR WALLS: CHECK RISA 3-D PLATE #P45: THE TOTAL FORCE ALONG THIS LINE, MULTIPLIED BY 1.5 per UBC 2107.1.7, IS: Fiine :=[(l.962..ES).(3S.ft)].l.5 Fijne = 103 kips ft SEE ATTACHED MASONRY SHEAR PIERS ANALYSIS FOR SHEAR WALL DESIGN: := 0.138.--- (shear steel req. per foot) A req 1.022.in2 (bending steel req. at ends) ft USE 8" C.M.U. W/ #6 BARS @ 32" 0/C EACH WAY AND (3) #6 BARS AT EACH END OF WALLS Av .(0.75.in)2 • 1 AV 0.1657 in > Avreq 0.138 OK ft := 0.752 .(3) 1.32541n2 > .req = 1.022in2 OK D-7 Loads: LC 2, MOVING Y-Y . Solution: Envelope . . RASKIN ENGINEERING, INC. . CARLSBAD S.S. - BLDG. 'D' - 2ND LEVEL March 18, 2000 DHR . . . . 00-20-D-2.r3d 00-20- . BUILDING "D" 2ND FLOOR RIGID DIAPHRAGM DESIGN MASONRY - 1125 432.69 .3 .,. . ..I .65 i.rvuU-0 I .132 II\5I1 10 STEEL3AVL2900O# 11 154 ARAX IV49 50 RIGID le+6 11154 36 - Plate/She!! Elements Plate Label A Node B Node C Node D Node Material Set Thickness Stress Location Inactive? P1 N6 N7 . N8 N9 STEEL ..018 0 uu, I 0 _P2r. N10 __N j5MR _N12 4_ N13 STEEL _018 P3 N14 I N15 N16 N17 STEEL .018 0 0 _P4 N18 N_49 __ N20_ N21 STEEL 018 0,. _ 0 -'. P5 N22 ___- N23 N24 N25 STEEL .018 __. 0 0 .N 28r N29 4STEEL . - P7 1 N30 N31 N32 N33 STEEL .018 0 L P8* N34 N35I tN36M N37M STEEL 018 ' P9 •L N38 N39 N40 I N41 STEEL .018 0 0 N42c N43rn N45 1EEL 0 PlC &fN44. P11 N46 N47 N48 N49 STEEL .018 0 0 P12$ _ N51 JMIRfil' P13 N54 N55 N56 N57 . STEEL .018.0 0 -Pj44 N58 N59 _ N60 'N6i'. -STEEL _ 018 z04 - _P15 N62 N63 N64 'N65 STEEL .018 0 0 4_R16f? N66 N67 N68t N69 STEEL-,' 018'-13 _______P17___' N70 N71 N72 N73 . STEEL .018 0 0 .___N74 N75 _ N76 47 P19 _•77 N78 N79 N80 N81 STEEL .018 A,, 0 _. 0 rP20 N83' N84_ N85& STEEL _ 018 %Q P22___.. N90 N91 N92 N93 STEEL .018 0 P23______ STEELr T18_t' _ 0_ 0 j P24, ..N98 N99 N100 N10I STEEL .018 0 0 P25 _yN102 N?103?&' 4N104 N JD 6,STEEU 018 ?0 P25A N102A .N1O3A N1O4A NIO5A STEEL .018 0 NN.YP264J N106y N107 ii N108 N109i &STEELI 018' _0 0 P27 N1I0 N 1 N112 N113 STEEL .018 0 0 P28. NII4Q_. 7N115'N116_. Hi?W /STEEL Fö18 0 0 . _P29 N118 N119 N120 N121 STEEL .018 0 0 ____ N12 N123cu N124 N125W4 LSTEELV __ 0i8 0 P31 _• N126 N127 N128_. N129 STEEL .018 0 ' _Q _iIP32_ 4__N130_' N131_. N132 N1334 _STEEL_ 018 '0 0 _ P33_. . N134 '. N135 ___• N136 N137 STEEL .018 0 0 N139. N140 - N141' 4 STEEL 018 P35 N142 N143 N144 N145 STEEL .018 0 0 P36 N146 N147' N148 N1495TEEU 018 —0 0 P37 N150 . N151 . 'N152 N153 'STEEL .018 0 . 0 [ ?P38 N154 - N155 N1561 N157J STEELJ P39 'N158 'N159 N160 N161 STEEL .018 '. 0 0 P40 N162 i Nl63 . < N164,< N165 STEEL 018t P41 N166 . N167 ' N168 ' N169 STEEL .018 0 0 LN170 N17i. N172 N173 STEEL_0180 0 43 ' N174 N175 N176 ''N177 STEEL .018 0' ____ N178 ,Nl794 N180,,' W5 STEEL 018? P45 N182 N183 N184 N185 STEEL .018 0 0 'P46 ':"' .....' N1'89, <STEEL: &.:018:' I gy 0'.:'"0.. Company : RASKIN ENGINEERING, INC. . Mach 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. D - 2ND LEVEL Checked By:_____ Plate/Shell Elements (continued) Plate Label A Node B Node C Node D Node Material Set Thickness Strss Location Inactive? (In P 'S P47 N190 . N191 N192 N193 I STEEL .018 0 0 P48 --N194 N195c Ni96 7N197 UI STEEL 018X P49 N198 N199 N200 N201 STEEL .018 0 0 P50? N202. N203 'N204W 7N205 4' STEEL ' 018 .' 0 0t- P51 N206 - N207 N208 N209 STEEL .018 0 0 -sP52fl N210 N211, N212r N213.' P53 N214 N215 N216 N217 STEEL .018 0 0 hp54 N218 YN219 4N220 N221'* 4r,STEE(4 018. 0 T P55 N222 N223 N224 N225 STEEL _.018 0 0 P56 d N226 rN227 N228 iM tN229. MASONRY 0 ' 0 _____ P57 N230 N231 I N232 N233 IMASONRYI 8 1 0 0 1 Load Combinations Num Description _nvWS PD SRSS - CD BLC Factor BLC Factor BLC Factor _BC Factor I MOVING X-X I V I 1 11.33 Ml 201.89 I1:33 IM2 2089 RISA-3D Version 4 [C:\RISA\00-20-D-2.r3d] Page 2 Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. D' - 2ND LEVEL Checked By: Envelope Plate/Shell Forces RISA-3D Version 4 [C:\RISA\00-20-D-2.r3d] Page 1 Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D'- 2ND LEVEL Checked By:_____ Envelope Plate/Shell Forces, (continued) Plate Label Qx, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (K/Ft (K/Ft) (K-ft/Ft\ (K-ftlFt) (K-ftIFfl (K/Ft) (K/Ft) (K/Ft) r m1T0,i. 0,1 I 0,1.: - 0:1 'I I o,1 [_P28 _maxl Oji 0j Qj Qj_I0, 1 I 01 0,1 -0.0Q1 mn I 0, 1 0, 1 ' 0, 1 01 1 0,1 0, 1- -0.005, 1 P29 maxi 0 1 O'l 01 1 0,1 Qj 01 _01 -0.0021 1min I 0,1 0"A 0, 1 - . '0 1 0, 1 - 0, 1 70,004, 1 P30J max [Oil 10V,1 0,1 0, 1 0, 1 01 1 _0.92L1 I7 '7 min[ 0,1 I. 0,1 . _0,1' 0,1 . 0, l •' 0,1 0,1 -0.006,1 P31 ImaxtOLil 0, 1 - Qj_ 0.1 0, 1 0.1 0)1 0.0Oj lminl 0, 1 0, 1 0, 1 0, 1 -0.008, 1 P32 II.4i 0, 1 0, 1 0j 01 0 1 Oj i _Q93 j_ mini 0, 1 0, 1 . 77 0, 1 ' 0, 1 . V 0, 1 .0, 1 ' .0''l -0.008'.1 P33Imaxt O1 01 1 0,1 0, 1_ 0 1 L_QL.1___ L1__ 0.002 1 [iiinI 0,1 0,1 .' 0,1 0,1 V 1 0,1 -0.006,1 P34 maxI0VL 1 0, _1 0,j 0,1 O'l 10,1 V Imini_0, _1 0.1_______V 0,.'1______'1 0,_1 - -0.006,1 P35I maxi 0,i 0,1 0,1 0,1 0,1 01 1 01 1_ 0006 J_ minI 0,1 0,1. 0,1' "0,1 VV,0 __1_____" 0,1 0,1' -0.007,1 P36 Imax _J_ 0,1 . 0,1 0j 0,1 0L1 01 0.009i mint 0,1 0,1 0,1___..' 0,1 0,1 P37 _ maxl 0i 1___0,1 0,1 0,1 _0 1_]V_1 _00 L1_ min 0_1 0_1 0_1 0_1 0_1 0_1 -0011_1 P38 max_ 0,_1 0,1 .J_._ 01 _Qi_ 01_1 1 0.008j_ mm 0, 1 .0, 1 V 0, 1 ' 0, 1 . 0, 1 ' 0, 1 I 0, 1 -0.009, 1 P39 ImaxI 0,1 0,1 01 0,1 0,1 I _1 Q1 01,1 Immni ' 0, 1 -0, 1 0, 1 0, 1 V 0, 1 . 0,__1 0, 1 -0.009, 1 P4QI max Ii_ Oj 0, 1 0, 1 OL 1--___01 0.1 1 i0141 t1' 0, 1 0%'.1 0, 1 .., '0, t. 0, 1 0, 1 0, 1 -0.013, 1 P41 max 0,1 0j 01 1 0,1_ 0,1 .Q1 _____OLL.. aoi1i mm I 0, 1 . '0,1 ' I 0, 0, 1_ -0.009, 1 P42 jmaxj 0, 1T 0, 1 0j 0, 1 0,1 0,1 ______QL1 I006, 0, 1 . 0, 1 0,1 0, 1 t -0.005, 1 P43 Jipax Qi______2_1__P.J___._Q1 V_QL1 I 0,1 0,10014,1 mm 0, 1 0, 1 0, j,',. 1 V 0 1 I 0'*. -0.011, 1 P44 Imax _1_ _i 0, 1 0, 1 Q,j I QJJQ 1 002j .]mini 0,1 0,1. 0,1 " 0,1 0,1 I 0, 0, 1_ -0016,1 P45 ImaxI0,1 01 I 0,1 0,1 0,1 Q,1 I 0, - _V 0 V1_ 0, 1 0,1 . 0, 1 . . 0, .1 - .0, 1 0, 1 I 0, 1 -0.016, 1 P46 max_01 0,1 0,1 _0,1 0,1 I .QiVV.V _1_ 0.018j_ V 0,__1____. 0,__1 0,___1____. '-1_____, ' . __.0,___1____________" ___0,__1 0,_ V -0.013,_1 P47 _ maxl QI_1 0,1 0,1 0,1 0,1 Q iLa026j_ mint________01__- _. to,_ 0,____V _V 0,___0,_1 _0,1 - . V __F -u_019,__1 P48 _maxl0,1 0, 1 0,1 0,j 0,1 I 0J_ __2_1?J__ min - 0_1 '0,__I' ' 0,1 - 0,-i 0,__1' 0,_1 . 0,1_ -0.015,1 P49 Imax 0,1 Q1 0,1 - 0,1 0,1 QJ__ _P1__LQPJ_ min 0,1 _ 0, 1.__-. V .0,1.0,1 0,1 I -0.022,1 P50 _max 0,1 0,1 01 0,1 01 0,1 0,1 O.026.j mm 0,___1 0,__1 0,__1 0,___1 0,____1 ._' _0_1 ' 0,_1 -0.017,_1 P51ImaxI 0,1 0,1 0, 1 0,_ Qj O1 0,1 03.2L1.. min I_______0, 1 0,_1 - 0,__1_______' -0,I___- - ____0,_1 0; _1 V_0, _1 I -0.02, _1 P52 ImaxI 0,1,,• 0L1 0,1 1 0, 1 01 0L1 QL 004 'L1L V mm PO , 1 0,_1 0,___1 ' ____0, _1 0,_1________________0,_ _1 . 0, 1 -0.026,1 P5_ImaxI 0,1 91 Q1 0,1 0,1_1 0, 1 0.124 1 imin I_________0,___ _1 770,1 0,___1__..____. _ 0,__1_____' ___- _0,__1 -. ____0,_1 0.076,_1 P54 - 'irnaxl O1 Q1 0,1 0,1 0,1 _0,1J 0,1 106, 1 minI___0,1 _______0,1_____-I_____0,1 -0,1 __' l___' _-0,1________1'__0,1 -0145,1 RISA-3D Version 4 [C:\RISA\00-20-D-2.r3d] Page 2 Si Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D' - 2ND LEVEL Checked By:_____ Envelope Plate/Shell Forces, (continued) Plate Label Qx Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (KIFfl (K/Ft) (K-ft/Ft) (K-ft/Ft) (K-ft/Ft) (K/Ft) (K/Ft) (K/Ft) P5ITrax! minI 'oj 0 1 It 0'1 01 1 0 1 0,1 '0 I 0, 1 0 1 0,1 ' 0 1 I 0 1 -0.10i -0173 1 P56 Imaxi 0,1 0,1 0,1 0,1 0,1 0,1 0,1 minI 0,-1 0 1 ?0 1'' 0 -0001 1 0 1 0 1 I -2341 1 L P57 max Q...i I 0, 1 Qj 0.001, 1 0 1 01L.1461 lmin ' O,.lTTI0;.;1 ' 0.001,' i' I .0, 1 -2.368, 1'EJ RISA-3D Version 4 (C:\RISA\00-20-D-2.6d] Page 3 MY Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. D - 2ND LEVEL Checked By:_____ Envelope Plate/Shell Forces Plate Label Ox, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (K/Ft) (K/Ft) (K-ft/Ft) (K-ft/Ft) (K-ft/Ft) (K/Ft) (K/Ft) (K/Ft) LP1 maxi min'0,2 0,2 I '1 0,2 I 0,2 0.2 '0,2 0,2 0,2' 0 . '0,2 0.2 - 0,2 0,2 I .0,2 TO.314,2 -0.209I P2 Irnaxi T min _____________0,2 02 0, 2 0,_2 0 2 0,_2 0,2 .0,___2 02 0,_2 0,2 1Q 0,_2______1 L2 0,_2 -0.2132 -0.309,_2 - P3Imaxi0,2 0, 2__ 0,2 0,2 0,2 0,2 02 - mm 0,_2 . 0,2 . __0,___2 0,___2 0,2 0,_2 0,2 -0.194,_2 _4Jmax._Q1.9,2 0,2 02 0,2 0 ] 0 -0.i44, 1frT 0,2 1 _0,2 0,2_____. ..____0,2 ___'; 0,2 0,2 I '0,2 -0189,2 _P5imax_0, 0,2 0,2 0 0,2-O206 mm 0,_2 02 0,__2 0,__2 0,_2 0_2 0,_2 -0.271,_2 P6 Imaxi min 0,2 '0,2 0,2 0,2 0,2 . ____'.0,2' 0,2 0,2 0,2 0,2 01 2 0, '2 0,-4 . _0,2 -0.189,2 P7 1mx1_I.. O? O 0,2 0,2 0, IminI'_0,2 0,2 0,2 . ____0,2__•' 0,2 0,2 0,2 0.185,2 P8 ir1_0,2 0,2 0,2 01 2 0.L2 01 2 01 2 -0.2141 2 Imin_I_0,_2 0,__2 0,__2 0,_2_____'' ____0,_2________' '___0,_2 0,2 -0.265,_2 P9 _max l 02 0,2 0,2 0,2 _0,2 0,2 0,2 -0214 minI' ___0,__2 0,____2 0,___2___,' . .0,'.2 0,___2 0,2_..1 -0.265,_2 PlO maxl0,2 _2 0,2 0,2 0,2 2 -0.1891 2 min 1.2_______. 0,_2'___ , ___ 0,__2 ' __0,_2 0, ____1 -0.234,_2 P11 max_ 0,2 0,2 02 01 2 0,_2 0,2 0,2 I-0.15, mini'___________0,2.' 0,2-. 0,2''0,2 0,2 0,2____________' 0,21____-0.179,2 P12 max 0,2 0,2 0, 2 ,2 0,2 0,2 0,2 -0.22,2 ___ mini____.0,2 :0,2______. "'0' 2 , 0 .,2 .0 ,2 0.257 _f_.L_.P 0,2 max ,2 0,2 0,2 0,2 _._LQ22.,.2..._ mm_____________0,_2____________. __0,___2___. 0,__2 '0,_2 0,' 2 '0_2 '0_2________T_-0.257,__2 P14 max 0,2 0 0,2 0,2 0,2 0 0,2 -0.22,2 mm______ _____a 2 _______I_.0,___2 0,_2 02 0,__2 " ____0,__2 ____________-0.257,_2 Pl5maxl0,2 Q2 0,2 0,2 0,2 0,2 p.153 2 _ min i.0,2____' 0,2. ' __'0,2____" '0,2_____' . _0,2___ 0,21___-0.179,2 P16 _max! 0,2 0,2 0,2 0,2 0,2 0,2_ I -0241 2 1mm__I_.0,_2 I 0,___2 0,__2' 0,_2 0,_2' 0,_2______' 0,_2_____TFio.258,.2 P17 _max_0,2 0,2 0 2 0,2 0,2 0,2 0 -0.13,2 mini ______0,2 . 0,2________`. 0,2 ' 0,2____. 0,2_____- '0,2Y -0.1432 P18 Irpaxl Q 0,2 Q,2 02 0,2 1 0,2_ 0,2 -0.225,2 Mini 0,2 0,2.' ---0,`2. 0,2 0,2__2 0, 2. -0.249,2 P19 max 0,2 0,2 0,2 0,2 0,2 Q2 0,2 -0.13 ImmnI________0,2 .______0,2 ,0,2..O,2.. .0,2 0,2' 0,2_. -0.143,2 P20 _max _0,2 0,2 0 0,2 0,2 0,2 Q2 -0.2342 I min I_0," o,' 0,T1 0,2 ________'i '' ____0,2____________I'0,2 -0.258,2 P22 _ max mini__________0,2__ O2 ________' " 0,2 02 _1QL2 ' 0,2 0,2 0,2 0,2 0,2__. 0,2 __________''0,2 Q2 -0.24,2 P23 _max i0,2 0,2 0 0,2 - 2 0,2 I_0_ Q? L?._ mm__I 0,_2 2 0,2 -0.24 -0.24,_2 4max! 0,2 04 2 0 2 0 0,2 02 ___2 -02 miiT_0,2 0,2 '0,2 0,2 ' 0,2 0 _-024,2 A.24, P25ImaxI0,2 - 2 0,2 0,2 0,2 0,2 0 I -0.16j?._. IminI_______0,2 0,2 0,2 O,2 '0,2 0,2________0,2 ____________-0.168,2 P25A _maxl0 O2 0,2 0,2 0,2 0 I_0,2 -O.162 mini__________0,2 0,2 0,2_____- 0,2 0,2_________. 0,21 ' 0,2 -0.164,2 - P26 _ max 0,2 F02 0,2 - 0,2 02 0,2 mini_.0,2 1_0,2 02' 0-2 ' 0,2' ' 0,2' 0,2 1 -0.235,2 P27 ImaxI_0 _[0,2_ 0,2 0,2 0,2 .1_0,2 0,2!-O.2i,2 RISA-3D Version 4 [C:RISA00-20-D-2.r3d] Page 1 Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. D - 2ND LEVEL Checked By:_____ Envelope Plate/Shell Forces, (continued) Plate Label Qx, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (K/Ft) (K/Ft) (K-ft/Ft) (K-ft/Ft) (K-ft/Ft) (K/Ft) (K/Ft) (K/Ft) P IminI 012 0,2 '0,2 0,2 ' 0,2 '02 0,2I-035,2' P28 lrnLQL?__E__, 2 0, 2 ,Q, 0, 2 0, 2 0,2 -0.231 ,2 min 0, 2 .' 0, 2 0, 2 -' 0, 2 0, 2 . 0, 2 10, 2 -0.235,2 P29 max 0,2 0 - 0,2 02 02 01 2 - 0,2 -0.162 • min', - 0, 2 0, 2' '0, 2 . 0, 2 0, 2 '50, 2 -0.164, 2 P30 ImaxI 0,2 0.2 0.2 - Q?_ _0, 2 I 0, 0, 2 -0.156,2 min 0,210,2 0,2 0,2 0,2 I 0,2 2 O67,2' P3llrnaxl 0,2 0,2 0,2 02 0,2 01 2 0,2T_ [mm 0, 2 0, 2 0, 2 . 0, 2 ' 0, 2 ' - 0,2 ' 0, 2 1' -0.239, 2 P32 ImaxI O,2_0, 2 0.2 0,2 -0, 2 0,2 • rm1'T' 0,2 0,2 0,2 0,2 ' :;0,2• 0,2 >0,2 -0.239,2 _P33 ImaxI 0,2 I 0,2 0 2 0,2 01 2 0 03 -0.15Q,,2 minI 01 2 77 0,2 0,2 " 0,2. '0,2. . 01 2 0,2 -0167,2 P34 max 0, 2 I 0, 0,2 0,2 0,2 0,2 0 -0 156 2 Tfr _.0,210,2 0,2 0,'2 -_0,2 -'_0,2..-. 0,2 -'•:-I,'-- P35!maxl0,2 0,2 0,2 0,2 0,2 0,2 0,2 -0.15,_2 min 02 0,__2 0: 0,2 '0,2 0,2 012 -0.17,2 P36I max I_0,2 0,2 -- ,0,2 0,2 - 0,2 - ,Q 0,2 -0215, 2 Iri1 0,2 0,2 0,2 ' ' 0,2. '.0;2 0,'2 '. 0,2 -0.244,2 P37 ImaxI 0,2 ,Q 0,2 0,2 01 2 0,2 0_l1,,2 jm11 0,2 02 0,2 02' - 0.2 0,2, 10,2 1 -0.244,2 P38 max 0, 2 01 2 0,2 0,2 0,2 0,2 0.2 -0.19 min I 0,2' 0,2 0,2' '0ç2. . 0,2'.. ' 0,2 . 0,2 -0.216,2 P39 Irl 0,2 02 0,2 0,2 0,2 0,2 0,2 - -0.144,2 Immnt._-__0.2 .'0,2 0,2 0,2___''. '______0,2'__. 0,_2 0,2 -0.173,2 P40 max 0,2 0,2 0,2 0 2 _0,2 0,2 02 -0.207,2 mini 0,___2.______' 0,_2 0,__2 -___0,2 ' ___'. 0.2 0,_2 -0.248,_2 P41Jmax_03 2 0,2 01 2 012 0,2 0,2 0,2 - -0.144 0,2______''__0,_2 0,2 _____' '____0,_2____.' ' -0, _2 0,_2 0,_2 -0.173,2 P42ImaxI0 0,2 -0,2 0,2 01 2 01 2 0,_2 -0.084 minI" 0,2 .0,2 . 0,2 ' 0,2 '0,2 - . 0,2 " .0,2 -0.101,2 P43 ImaxI 0,2 0,2 0,2 0,2 0, 2 0, 2 - 0, 2 1_32 1mm I 0,2 - 0,2 0,2 '0,2.'. . 0,2 0,2. ' 0, 2 -0.177,2 P44Im 0,2 02 0,2 0,2 0,2 0,2 0, 2 -0.192 rm11_0,2 0,2- 0,2 .0,2 0,2 -. __0,2 '0,.2-O.253,2 P45 ImaxI 0,2 1 0,2 0,2 0,2 01 2 0,2 0,.2 -0.195,_2 .0,2 0,2 '__0,2 0,2-0248,2 P46 0,2 0,2 Q,,,,2 0,2 _0,2 -0.133,_2 Min: _ max_0,2 0,2. ____' 0,2 . '0,2 0,2 0,2 -018,2 P47 max '0,2___________0,2____'. 0,2 01 2 -0,2 0,2 01 2_ 0,2 0,2 mm ' 0, 2' I.'-. 0, 2 0, 2' . 0, 2 . . 0,2 " 0, 2 . 0,2 -0.257, 2.. P48 max 0,2 I 0,2 0,2 0,2 01 2 01 2 0 min I 0,2 I 0,2' '0,2 0,2 • 0,2 ' 0,2 0,2 -0.183,2 P49 ImaxI Q,2 0, 2 0, 2 0, 2 0, 2 0, 2 ._i32 min, 0, "0, 2, 0, 2' . 0, 2 .. - '0, 2 0,2 0, 2 -0.277, 2 P50 IrnaxI 0,2 0,2 -0,2_ 0,2 0,2 0,2 0,2 -0.121,2 min 0,2 0,2 0,2 .0,-2 0;2 '0,2 I' 0,2- ' -0.185,2 P51 Imax I 0.,2 0,2 0,2 0,2 0, 2 01 2 0,2 T-0.1482 FnI 0,2 0,2 .0:2 .0,2 . . 0,2 -".0,2 '0-2' I -0.226,2 P52 max 0,2 0,2 0,2 0,2 0,2 0,2 0,2 mm.. 0-2 0, 2 .0, 2 ' ' 0, 2 • 0, 2 0, 2 . 0, 2 4269,:2 P53 max 0 0,2 0,2 0,2 -- 0,2 0,2 0,2 -0.15,2 mm____________0,2________________- _0,2 ' _____0,2'___.! .0,2 '0;__2__________________0,_2-________________0,_2 70.225,2 P54 ax,2 0,2 01_2 0,2 0 2 Q_L 0,2 0036,2 mm___0,_2___________0,_2 .____________0,_2____'. 0,_2 0,_2 0,__2__________I.___.0,_2 _________-0.0232 RISA-3D Version 4 [C:\RISA\00-20-D-2.r3d] Page 2 MR Company : RASKIN ENGINEERING, INC. March 18, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D' - 2ND LEVEL Checked By:_____ Envelope Plate/Shell Forces, (continued) Plate Label Qx, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (K/Ft) (K/Ft) (K-ft/Ft) (K-ft/Ft) (K-ft/Ft) (K/Ft) (K/Ft) (K/Ft) L55_Imaxi_0 2 1 0,2 1 g 0,2 J j Q? _HQL I iminI 02' 02 02 02 02 02 Th00452 LP56 JQ2 0,2 O2 _,2 0.001 01 2 0,2 0.04 mm 02 02 02 02 -00012 02 02 1-03422 P57 max 02 02 _0,2 02 - 32 002 0,2 0,2 1 01342 flinI 02 I 02 -00012 02 02 -022 RISA-3D Version 4 [C:\RISA\00-20-D-2.r3d] Page 3 Iv iz.x. —P55- '6 / / P5 P8 P1 P4 / 64 P2 P7 P0 62 / 5 P1 P4. P7 P9 3 P5 T3 P9 P2 P4 / /2 . - P6 P61\ H P7 F4 P0 P3 P6 P2 P5 P8 P1P 3 p 5 Pi P8 P2 RASKIN ENGINEERING, INC. CARLSBADS.S. - BLDG. 'D' - 1ST LEVEL March 19, 2000 DHR - . ' ' . - -. - 00-20-D-1.r3d 00-20 ' -. -BUILDING "0" 2ND FLOOR RIGID DIAPHRAGM DESIGN Plate/She!! Elements Plate Label A Node B Node C Node D Node Material Set Thickness Stress Location Inactive? P1 N6 N7 N8 N9 MASONRY 8 I 0 0 _1 _P2__ P3 N1O 111,6 N12 _ N13iiAONRY 8 ö N14 - N15 N16 L N17 STEEL .024 0 0 I P4 ) N18T N19? , N20 .N2i MASON RY 8 40T 0 I -- P5 N22 N23 N24 N25 STEEL .024 0. 0 P52 N210J _gUMN,N211 1'1212 ('N2I3 MASONRAM P53 N214 N215 N216 N217 MASONRY 8 0 0 .y P55 1 'N222 N223 N224 N22T"MA5QNRY 8 U P56 N226 N227 N228 N229 MASONRY 8 0 ____ 0 ,- _____ P 5 7 N230 RN2314 N232/ N233 MASONRY P58 N234 N235 N236 N237 MASONRY 8 0 0 ',09bN239K. P. N240 N241 MASONRY55 P60 N242 N243 N244 N245 MASONRY 8 0 0 $h P61 N246 - £N247 N248 N249 MASQN? 8% P62 N250 N251 N252 N253 MASONRY 8 0 0 P63 N254 N256 N257 MASONRY 0 ö' P64 .N258 N259 N260 . N261 MASONRY 8 0 0 . P65/ <- N262 J N263 £ ' N264 N265 MASONR'? P66 N266 N267 N268 N269 MASONRY 8 0 - P20 vN83 . N84 L N85 -STEEL 024k P21 N86 N87 N88 N89 STEEL .024 0 0 P22 N91 r N92 N930 4STEEL P23 N94 N95 N96 . N97 STEEL .024 0 0 * P24 F-117— N984 )N99 1JTöO NI 0.1 4. STEEL $0244 0 P25 N102 N103 N104 N105 STEEL .024 0 P26? Rove—, >N1 N107. ?NI08 N1094' STEEL P27 N110 N111 N112 N113 STEEL .024 0 P28 -- N1I4- N1i5 N1i6P N1I7i STEEL I 024 P29 N118 N119 N120 N121 STEEL .024 0 0 P302,t 22e N123 1 1 N1 NT; N,425% P31 N126 N127 N128 1, N129 STEEL .024 0 0 P32 Y N1307 N131 N131 - NI33 TTEEL. *024 0A`---6,'0 P33 N134 N135 N136 N137 STEEL .024 P34., iN138 NI7 N140 , STEE P35 N142 N143 N144 N145 STEEL .024 0 0 MRWiW N146 , -N147I- tN148' N149 STEEL P37. N150 N151 . N152 N153 STEEL .024 0 0 - - P38 , N154 NI55 Ni56 N157 STEEL 024l P39 N158 N159 N160 N161 STEEL .024 0 0 Mr- P40 N162 N16 N164 4165 STEEL' P41 N166 N167 . N168 N169 STEEL .024 0 0 AP42 i. .. N170 N171 - 'NI72 .N173 -1,STEEL P43 N174 .N175 N176 N177 STEEL .024 0 0. P444 <NI78 Ni79 N180j cN18i --STEEL 024 0 0 P45 N182 N183 N184 N185 IMASONRY 8 0 ____ '-Ni86 Ni87 N188: N189=_f STEELY 7ö4 ö .... Company : RASKIN ENGINEERING, INC. March 19, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D' - 1ST LEVEL Checked By:_____ Plate/Shell Elements (continued) Plate Label A Node B Node C Node D Node Material Set Thickness Stress Location Inactive? Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor I 1 1 MOVING X-X I i Y 1 I 11.33 Ml 1293.21 1 1 1 MOVING Iiy.I I1SI1:33' .M22 29321 .. RISA-30 Version 4 [C:RISA\00-20-D-1 .r3d] Page 2 P1 P2 -P3 ____ P4 . P52 P52 P5maI01 maxl max max mm mm 1 min- max max_0,1 - 0, l_ ___.0,1 0, 1- 0 .. 0 0,1 k 0 1 . 0,1 0,1 0j & 0 0.1 'o 0,1 01 I 0,1 0 1 '...-... 0,1 0,1 0,1 .Q1 0 0,1 0 1 FIR, ________ '1 0,1 0,1. 0,1 91 0,1 p 0.1 ' 0 ,s-,ur L) - 0.001, 1_ '0'1 - 0.001,1 0,1 - 0.001,1 1j 0.001 ,1 001MIN0 0,1 0 1 0,1 0,1 0,1 '0 0, 1 0,1 0, 1.. . IY 0 tr1) 0,1 01 _j 0,1 0,1 40 1' 0,1 I r 0.351L 0032 1 -077 1j 0.023 j. 0206 1 -0023 1 0.014,1 -0 00211 -0.623,1 -0 893 1 mm P53 max 0,1 0i 0, 1 0, 1 0.001, 1 0, 1 0, 1 0.60ji mui 0 1 0 1rA & -01 < 0 1 0 001 I r/0 ö552 I P55 max 0, 1 0, 1 0,1 0, 1 0.00,i 0,1 _ 0,1 -0947j P56 max 0,1 0 1 0, 0,1 '01 &0 P. 0,1 k0 0,1 0 -2.653,1 747' 1 -2 P57 maxl 0,1 0,1 0,1 0,1 0:001,1 0,1 0,1 1 _-2.534, Immn '?0 01 0 1 1' I -2541 P58 max 01 0 1 0, 1 0, 0.001 ,1 0 1 M m 0 Tt T 4 0 0 < 0 1.* 1 0,1 0 1 -0.288,1 -0361 1 P59 max 0, 1 0,1 0,1 0,1 0.001 ,1 0,1 0,1 -0A97J mm 0 b <0 0 CQ r01 0 1 '-0623 1 P60 max l i 0, 1 0-1 0, 1 0.001, i mm I' 0 1 '0 1 0 J'' 0 Y 0 0,1 01' 0L 1 0 1 0.586j_ 0 539 1 P61 max 01 0,1 0, 1 .0,1 0.001 ,11 0,1 0, L_ itL..L_ mm 0 1 ' 0 0 *%0 0001i, '0i 1 0 1 0935 1 P62 max 0, 1] _0,1 0,1 0,1 0.001,1 mmn 0 M 'I,S wzii- 0,1 01 _54,j 63 max 0, i ,o, 1 .0, 1 0, 1 0.001 1 1 0,1 mm 0 0 0 d0 - 100011 P 0 I _Q1 0 1 ' 0.81 ,1 07461 P64 ImaxI_0, 1 0, 1 0, 1 0, 1 0.0011 1 0, 1 1 M. /_0 1t - - J''0 .1 01 J 01nZ 0 0011i -G.764 1 P65 max 0, 1 0.1- 0, 1 0, 1 .001, 11, 0.1 0, 1 0.586 1 Immn 0 0 0001 1 01 " 0 1 "0539 1 P66 max 0, 1 0, 1 0,11 0, 1 0.001, 1 0, 1 0, 1 0.536,1 mmn 0 1 . 0-1 0 '1 't0 1' 0 001 i' '0 1 ' 0 494 1 P20 max 0, 1 0, 1 0, 1 0, 1 0, 1 0, 1 0, 1 0.034, 1 P21 max 0, 1 .0, 1 Q1 0, 1 0, 1 0, 1 . 0, 1 0.03, 1 nmn 0 <0 - 0 0 I 4' 0 ,1' 0 1 0 023 1 fL_ max Q1 0, 1 0, i 0, 1 0, 1 0, 1 0, 1 0" Zs0 l 0 1 '0024 1 P23 max 0. 1 - 0, 1 - 0, 1_ 0, 1 _Qj 0,1 0,1 0.027.,j -run _0 0 0 - 0 0 0 1 ' 0021 1 P24 max 0.1 Qi 0, 1 0, 1 01 0, 1 0, 1 0.023, .1 mui ' 0 1 0 - 0 0 1 00181 P25 max 0,1 Q,1_ 0,1 0,1 0,1 0, 1 0,1 0.O2LJ... mmn '0 0 '0 4' '' 0<1M i0 . 10 0 1% 0021 1 .._f2.Q_. max 0i 0, 1 0, 1 0, 1 0, 1 0, 1 mmn I .. < 0 ' 0 0 - 0 '1 , W 0si ' 0, 1 . 0 1 U0ii 0 017-' ij-r-;1 P27 max 0, 1_ 0, 1 - 0, 1 0,_1 0, _1 01r' ,c -.,0 "'.71 -oi -P28 max 0, 1 0, 1 0'1 01 1 0, 1 0, 1 0, 1 0.019, 1 1 s0'1 P29 Imax mmnIx'0 0, 1 1 0, 1 V0 0, 1 0 12 01 1 0.1 0 IY 0, 1 P01 0, 1 0 1 ' 0.009'_1 0008 1 P30 max 0, 1 - 0j_ 0, 1 0.1 0, 1 0j 0, 1 0.01j T"in .0 1 -' !"O 1' 0 1ir - 0 1 -t 0011 1 P31 •Jmax 4_1 - _j O,1 0, 1 f 0,1 0,1 _j_. 0.013, 1 -' 1mm -"--_161'A ' 0 I 0 1 0 1' I-0 1/' .'-' 0 1 0013 1 32lmaxj 0 1 0, 1 0, 1 0, 1 0, 1 r. 0, 1 001, 1 V. fin . 0 1 01 0 1 ' ,..0 0i ' -.0 I ' 1.Z.111 I O 1 0005 1 P33 Imax 0, 1 0, 1 0, 1 0, 1 0,j 0, 1 0009j 0_1 P34 Imax 0,1 -0,1 0,1 _- 0,1 0,1 _j_ 0,1 0.01j 01__ 0__1_V 0_1 0_1&0_1 _0005_1 P35 _max 0,1 0,_1_ 0 0,1 0,1 j 0,1 0.0Oj -_mmn 0_1'-_0_1 ___0_-1 0__P,. 0-1 _-0002__1 P36 0,1 - 0,1 0,1 -- 0 _I 0,1 j_ On mm 0_ri 0_'1 0_1 0_A ____ 0_1 ___1________-0_002k-__1 P37 _max 0:1 I 0,1 0,1 0,1 0,1 _0,1 0,1 0.006,1 0I 70002_I P38 _max 0,1J0j 4j .0, 1 0,1 4 _0_1 t 0_ *-0_I - 0,1 0,1 __mm _"p0_I__0_1 '40-1 _P39 41 0,1 OL 1_ '-__01__'-2 _____ 0_- 0,1 0,1 0,1 0.003,1 _max mm -1. '0_1__'- 0-1P ,2 _0_1 _ 0_1 -0_008__I - P40 0,1 0,1 0,1 0,1 0,1 -.0,1 0,1 0.003j_ _ max mm___ -___0_1_t011 01 __0_1___0-f.1 _ 0__1 -0007 P41 max 0,1- 0,1 jj 0j 0 I 0,1 1 0, 1 0, 1 _._QQQii_ mm 0 1 '01 O1 c 01 1Oii 0 1 -0016 I P42 ImaxI - 0, 1 ' 0, 1 0, 1 0, 1 0, 1 0.1 0, 1 0_1 1iT 01 1 -t 0 11 0 1 tc O-1-t, 1-. 016,0i" P43 imax l 0, 1 0.1 0, 1 0, 1 0, 1 0, 1 0, 1 -0.002, 1 Immn__0 1 '0 1>-. 01v' 0 1 '1'.- 0 1 0 1 -0022 1 P44 Imax 0,1 0, 1 _9j 0, 1 - 0, 1 0, 1 011 - -0.002j_ mm '01 -/ 01 '-f' '0 1 - -0 1' p-' 0 1- 0 A '- 01i- -0019 1 P45 maxl 0,1 0, 1 I - 0, 1 - 0, 1 0.001, 1 0, 1 - 0, 1 -0.0491 - mm 0 1-' 0 -1 41f' 0 A ---0 1 -J- -0.366 1 P46 max 0,1 0, 1 I[O,1 0, 1 0, 1 . 0, 1 0, 1 -0002,1 '--lmmn ___ 0 0 1' 14 P47 Imax, 0, 1 0, 1 0, 1 01 1 0, 1 0, 1 01.'-_ 0 1 -z -0 1- 0 1__ 0, 1 ___-0.O05j -0034 1 P48 maxl 0, 1 _0, 1 - 0, 1 - 0, 1 0, 1 - 0, 1 0, 1 1 ,0 1 10 01__'Y_-01__-0 _-0.006, 038 1 Company : RASKIN ENGINEERING, INC. - March 19, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D'- 1ST LEVEL Checked By:_____ Envelope Plate/Shell Forces, (continued) Plate Label - Qx, Lc Qy, Lc ' Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (I(IFt\ (I(IFt\ (C-ftJFt\ (k_ftllf\ II(_ft/gt) (VJFt\ IkIFf\ (I(IFt\ Company : RASKIN ENGINEERING, INC. March 19, 2000 Designer : DHR Job Number: 00-20 CARLSBAD S.S. - BLDG. D' - 1ST LEVEL Checked By: Envelope Plate/Shell Forces Plate Label Qx, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (K/Ft) (K/Ft) (K-ft/Ft) (K-ft/Ft) (K-ft/Ft) (K/Ft) (K/Ft) (K/Ft) P1 ImaxI 0, 2 1 0, 2 0,2 0,2 0.001, 2 0,2 0,2 -1.072,2 mIni 02 I 02 01.2 02 02 02 02 -15482 P2 max! 0,2 0,2 0,2 0,2 0,2 0,2 0,2 -0.778,2 minI 02 02 02 02 -' 02 02 02 -10552 P3 max mm 0,2 02 I 0,2 02 0,2 02 0,2 02 .. 0,2 02 0,2 02 0,2 02 -00931 2 -01272 P4 max! 0,2 0,2 0,2 0,2 0,2 0,2 0,2 -1.214,2 mini 02 I 02 02 02 02 02 02 -15572 P5 max! 0,2 0,2 0,2 0,2 _ 0,2 0,2 0,'2 -0.082 .,,min I 02 02 02 02 02 02 02 -01052 P52 jmaxj 0,2 0,2 0,2 0,2 0,2 [ 0,2 0,2100_ 02 02 02 02 02 I 02 02 1-13022 P53 max 0,2 0,2 0, 2 0,2 - 0,2 0,2 0,2 -0.287, 2 mmii 02 02 02 02 02 02 02 -03592 P55 max 0,2 0,2 0,2 0,2 0, 2 [0, 2 0.2 mm 02 02 02 02 02 I 02 02 -0062 P56 max 0,2 0,2 01 2 0, 2 0,2 0,2 0 _2 mm 02 02 02 02 02 . 02 02 01452 P57 max 0,2 T 0,2 0, 2 0, 2 0, 2 0,2 0,2 -0.023,2 miii 02 02 02 02 02 02 02 -00332 P58 max! 0,2 0,2 0,2 0,2 f 0,2 0,2 _0,2 -0.371 mmiii 02 02 02 02 02 02 02 -04832 P59 Imaxi 0,2 - 01 2 0,2 0,2 0,2 [ O,2-0.64'2 1mm! 02 02 02 02 02 02 I 02 -08332 P60 max! 0,2 0,2 0,2 0,2 0,2 0,2 0,2 -0.307,2 mini 02 02 02 02 02 02 02 -03752 P61 max! minI 0,2 02 0,2 02 01 2 02 0.2 02 0,2 02 0.2 02 0,2 02 -0.532, 2 4652 P62 max! 0,2 0,2 0,2 0,2 0,2 0,2 0,2 1 -047 ,.. mini 02 02 02 02 02 02 02 1-05472 P63 max 0,2 01 2 0,2 0,2 0,2 0,2 01 2 -0.4242 mmii 02 02 02 0-', 02 02 02 ±-05182 P64 Imax 0,2 0,2 0.2 0,2 0,2 0, 2 0, 2 mm 02 02 02 I j 02 02 02 02 -04892 P65 ImaxI 0,2 0,2 0, 2 0,2 0,2 miii 02! 02 02 0'2 02 02 02 -03752 P66 ImaX--_O, 2 0,2 0,2 0,2 01 2 0,2 -0.281,2 1mm 02 02 02 02 02 02 02 -03432 P20 max 0,2 0,2 0,2 0, 2 0, 2 0, 2 0, 2 -0.072 mm 02 02 02 02 02 02 02 -0092 P21 max 01 2 1 0,2 01 2 0,2 0,2 0,21 01 2 min. 02 02 02 02 02 02 02 -00782 P22 max! 0,2 0,2 0,2 0, 2 0,2 0, 2 - 01 2 -0.07, 2 immnT 02 I 02 02 02 02 02 02 -00832 P23 max! 0,2 0, 2 0, 2 0, 2 L 0, 2 0, 2 0,2 -0.02_ mmiii 0 2 0 2 0 2 0 2 I 0 2 0 2 0 2 -0091 2 P24 max 0, 2 0,2 01 2 0,2 0, 2 0, 2 0,2 -0.071 mmii 02 02 02 02 02 02 02 -00792 P25 1maxj 0,2 0,2 0,2 0,2 0,2 01 2 1 0,2 0.02.2 mm 02 I 02? 02 02 02 02 1 02 -00912 P26 max 0,2 0,2 01 2 -0,2 0,2 02 1 0,2 -0089 2 mm 02 02 I 02 02 02 02 1 02 1-00932 P27 max 0, 2 I 0,2 0,2 0, 2 0,2 0,2 ! 0,2 I -0.078,2 RISA-3D Version 4 [C:RISA\00-20-D-1 .r3d] Page 1 Ti1 0 2 - -. . 0 2 0 2ø' '0 2 1 / 0 2 *0 IIVF U II'!Ij -0081 2 P28 max 0,2 -0,2 0, 2 0, 2 0, 2 0,2 0,2 -0.089,2 min '02 i0,24 0 2 40 2&' 440 2- 0 2 ' 0093 2 P29 _ max 0.2 0,2 0,2 0,' 2 0,2 . 0, 2 - _2 -0063,2 __' ____0_2- ____-0__ min_2 /02__' 3-0063_2L P30 __max_0,2 I_0,2 0,2 0,2 0,2 0,2 0,2 -0084 _1mm____0'2 0_ '0_2 _2-_i0'-2 .-0_2 -0_085__2 P31 _ max _0,2 __' __'-'0_2___. _0,2 . 0,2 1 ' _0_2 0,2 0_2 0,2 0,2 0,_2 -0097_ _mm__ __2__0_2 __ 02_____- 0_2'i -0097_2 P32 _max _0,2 _0,2 . 0,2 - 0,2 0,2 0,2 -0.1 ''- ___mmn___", ____0_2__. _____________02 _2_____ P33 max_0,2 __0,2 02 0,2 0,2 2 - 0,2 -0J72 0_ _2 _ 7' P34I max _0,2 02 ____O 2 . 0,2 0,2 01 2 02 2 2__ 3_2 __2_____ 0_2k'i 0__2_____2___ .--0_106_2 P35 - max_0,2 0,2 0,2 0,2 0,2 0,2 0,2 -0.104,2 mmn,__0_2'' .0r2 '-02't 0__2____0_2 -0116__2 P36 _max l0,2 0,2 0,2 0 2 0U2 0,2_ 0_ - 0,2 2___- 0,2 '--'-0__2 _L -0.0912_ -0_101_2 r"0_2'_$ __ 0_2 _' P37 _ max 0,_2 0,2 0,2 0,_2 0,2 0,2 -0.092 mmn 40'-2- ao _0,2 0'2i' 02__'' __ 0_2__ P38 max 0,2 0,2 0,2 - 0,2 0,2 . 0,2 -0.1072 f0_-02 ___ v"- P39'__max 0,2 0,2 0,2 0,2 0,2 0 2 0,2 .-0.0942 m in 0'2" C-0_2 ul _ P40 _ max 0,2 0,2 0,2 0,2 - 0,2 0,2 0,2 -0.082 mm 02_'- ' _0__2i 0'2 P41 _max 0,2 0,2 0,2 0,2 0,2 0,2 0,_2 -O.11 024' _ 0_24L' P42 J! 0,2 0,2 0,2 - 0,2 0,2 0,2 01 2 m mn -Lt0_2kt -__'0_2i',-s0_'0'2 0'2 '0-2__" P43 Jmax_0,2 0,2 0 2 - 0,2 0,2 0,2 0 -0.112,2 0-2,j4 P44 max 0,2 0,2 0,2 ] . 0,2 0,-2 . 0,2 0,2 -0.098, 22'-!i '___02_2'jHt0_2 Ok2 ,s0_2__ T'02s -0125_2 P45 max 0,2 0,2 0,2 0,2 0.001,_2 0,2 *01 2 -1.479,2 frimn____0'2 02413~' k._02_2' --'O_2 4'0_24 1962_2 -P46I max I _0,2 - 0,2 0,2 0,2 0,2 -0,2 0,2 -0.065,2_ I mm I '-0_2__1'" __0'_2 0_2__ 0 '-2_43 -' 0_ P47 _max 0,2 Q 2 0,2 0,2 0,2 0,2 0,2 -0.1162 __Immn _2 . 0_2->_"'- _0__2_ 4- 0-'-2 0__2 __' '- P48 _ max 01 2 _0,2 0,2 0,2 0,2 0,2 -011 mini___i0'2: 0;2- _0,2 4 1 Company : RASKIN ENGINEERING, INC. March 19, 2000 Designer : DHR * Job Number: 00-20 CARLSBAD S.S. - BLDG. 'D' - 1ST LEVEL Checked By: Envelope Plate/Shell Forces, (continued) Plate Label Qx, Lc Qy, Lc Mx, Lc My, Lc Mxy, Lc Fx, Lc Fy, Lc Fxy, Lc (V!+ IV!Ce', IL ,, ,. ._.. .. - RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 1:18PM, 19 MAR 00 Rancho Cucamonga, CA 91730 Description PALOMAR AIRPORT RD. CARLSBAD CA Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 L K 4 ij5.1.3.22.Jun.1999.Win32 Masonry Pier Analysis & Design Page 1 ' c\ec\00•20 ecwainj Description BUILDING 'D" 2ND FLOOR - P57 Generai Information Calculations are designed to 1997 UBC_ Requirements j Total Lateral Force 124.32 k Moduli: Em = fm * 750.00 Seismic Zone 4 Moduli: Ev = Em * 0.40 Load Duration Factor 1.33 [ear Pier Data Pier #1 Pier Height 10.00 ft Pier Length 35.00 ft Wall Thickness 8 in Depth Mult. 0.90 Pier Fixity Pin-Fix fm 1,500 psi Fs 24,000 psi . Spinsp . Yes Grout Spacing 24 in [Analysis Data Pier #1 Height/Length 0.2857 (HIL)A3 0.0233 Rel. Defl 0.1056 Sum Rigidity 9,469.33 Rigidity = .001/Defl 9,469.325 %Force to Pier 1.00 Shear to Pier 124.320k Relative Defi * 10A5 0.00 in M / (V*Depth) 0.286 L SummaryJ Shear Reinforcing... Pier #1 . fv=V/(12*estid) 94.87 psi Fv: w/o Reinf 63.92 psi Fv: w/ Reinf. 95.88 psi Horiz. ShearAv Req'd 0.167 inA2/ft Bending Reinforcing... Moment @ End 1,243.20 k-ft 'd"to tension As 31.50 ft . Bending As Req'd 1.23 in2 71. RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 1:26PM, 19 MAR 00 Rancho Cucamonga, CA 91730 . Description PALOMAR AIRPORT RD. CARLSBAD CA Phone: (909)9808898 Scope: STRUCTURE Fax: (909) 980-8838 LRew Masonry Pier Analysis & Design Page 1 c:\ec\00.20.ecw:CaI:u1ationj 1983ENERdC Description BUILDING "D" -1ST FLOOR - P56 neraI Information Calculations are designed to 1697 UBC Requirements Total 'Lateral Force 206.03 k Moduli: Em = fm * . 750.00 Seismic Zone 4 Moduli: Ev = Em * 0.40 Load Duration Factor 1.33 [r Pier Data Pier #1 Pier Height 10.00ft Pier Length 50.00 ft Wall Thickness 8 in j°: Depth Mull. 0.90 Pier Fixity Pin-Fix fm 1,50.0 psi S Fs 24,000 psi Spinsp Yes Grout Spacing 8 in [sis Data Pier #1 S Height/Length 0.2000 (H/L)A3 0.0080 Rel. Dell 0.0702 Sum Rigidity 14,240.51 Rigidity = .001/Dell 14240.506 % Force to Pier 1.00 Shear to Pier . 206.030 k Relative Dell * 10A5 0.00 in M / (V*Depth) 0.200 L Summary . Shear Reinforcing... Pier #1 . • fv=V/(12*éstid) 75.30 psi Fv: w/o Reinf. 65.39 psi Fv: w/ Reinf. 98.09 psi . Horiz. ShearAv Reqd 0.193 inA2/ft Bending Reinforcing... . Moment @ End 2,060.30 k-ft - "d" to tension As 45.00 ft Bending As Req'd 1.43 in2 RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 1:27PM, 19 MAR 00 Description: PALOMAR AIRPORT RD. Rancho Cucamonga, CA 91730 Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 LN .3, 22-Jun-1999, W102 Page 1 Description BUILDING D" -1ST FLOOR - P45 irmation Calculations are designed to 1997 UBC Requirements Total Lateral Force 103.00 k Moduli: Em = I'm * 750.00 Seismic Zone 4 Moduli: Ev = Em * 0.40 Load Duration Factor 1.33 L jear Pier Data Pier #1 Pier Height 10.00 ft Pier Length 35.00ft Wall Thickness 8 in "": Depth Mult. 0.90 Pier Fixity Pin-Fix I'm 1,500 psi Fs 24,000 psi Sp lnsp Yes Grout Spacing 32 in - Analysis Data . Pier #1 Height/Length 0.2857 (H/L)A3 0.0233 . Rel. Defl 0.1056 Sum Rigidity 9,469.33 Rigidity = .001/Defl 9,469.325 % Force to Pier 1.00 Shear to Pier • 103.000 k • . Relative Defl * 10A5 0.00 in M / (V*Depth) 0.286 Summa Shear Reinforcing... Pier #1 fv=V/(12*estid) 83.41 psi • Fv: w/o Reinf. 63.92 psi • . -- . -, Fv: WI Reinf. 95.88 psi . Horiz. ShearAv Req'd 0.138 inA2/ft • Bending Reinforcing... • Moment © End 1,030.00 kft -"d" to tension As 31.50 ft • Bending As Req'd 1.02 in2 • - • :73. CPNNCR5 0 S/HD8 S/HO 0 Typical SIHD8 Installation LOAD TRANSFER PLATE —WASHE NOT REQUIRED R OF .. 00 . Ji /1 SIHTT1 4 U.S Patent 5,467570 SILTT2O Typical S/HTT14 Installation as a Holdown SIHD HOLDOWNS The S/HD's design make installation easy. The connector height does not interfere with stud knockouts, and the narrow width fits within the stud section. MATERIAL: 10 ga with %" plate FINISH: Simpson gray paint INSTALLATION: • Use all specified fasteners. See Screws, page 4. See SSTB Anchor Bolts. The design engineer may specify any alternate anchorage calculated to resist the tension toad for your specific job. I MODEL NO. DIMENSIONS I FASTENERS AVG ULT ALLOWABLE I LOAD I W H I CL I ANCHOR DR REWS S/H08 21/2 I13/( 11/2 I I24-1110I 29000 7920 1 S/HD10 2'/2 I161/81 11/2 /8 30-#10 1 29000 9900 Specify the anchor embedment and configuration. See SSTB Anchor Boils. Allowable toads have been increased 33% for wind or earthquake loading with no further increase allowed; reduce where other load durations govern. Sources of Deflection at the Shearwall Holdown Connections Eccentricity in stud—when a holdown is installed on only one side of the stud, an eccentricity exists during loading which can cause additional movement in the shearwall system. Nut spin—unrestrained anchor bolt nuts can spin loose * during cyclic loading; the use of steel nylon locking nuts or thread adhesive may prevent nut spin. Lack of nut tightening—additional movement can occur, when nuts are not tightened sufficiently. Deflection of the holdown—deflection can occur in the holdown under load caused by stresses due to earthquake or high wind. Vertical deflection at the holdown seat Caused by stud rotation—lateral displacement at the top of the wall rotates the stud around its base causing the holdown base plate to displace vertically. S/LTT, S/HTT The S1HTT14 is a single-piece formed tension tie—no rivets, and a 4-ply formed seat which won't unfold during loading. No washers are required. The S/LTT and S/HTT Tension Ties are ideal for retrofit or new construction projects. They provide high strength, post-pour, concrete-to-steel connections. MATERIAL: See table FINISH: Galvanized. INSTALLATION: • Use all specified fasteners. See Screws, page 4. Use the specified number and type of screws to attach the strap portion to the steel stud. Bolt the base to the wall or foundation with a suitable anchor; see table for the required bolt diameter. The SIHTT14 can have a maximum offset of 2" from the stud face to the centerline of the anchor bolt. - I MATERIAL J DIMENSIONS I FASTENERS JALLOWABLE' MODEL I NO. STRAP PLATE{ I W H I CL I ANCHOR BOLTS SCREWS LOADS (133) S/LTT2O 12 ga I 3 g I 2 I 20 I 11/2 1 "2 6-#1O 1750 SIHTT14I 11 ga - 21/2 15 11!4 1 °/e 1 16-1110 1 5260 1 The designer may specity anchor boll 2. Allowable loads have been increased type, length and embedment. 33% for wind or earthquake loading with no further increase allowed. 10 , . 7 Page 32 of 36 . ER-5409 TABLE 16—vItra.dk 24" Coverage TABLE 16— ALLOWABLE UNIFORM LIVE LOADS (psf)1.2.3.45.8 26 Gage (F, = 50 KSI) SPAN LOAD TYPE TYPE SPAN IN FEET 3.0 3.5 1 4.0 4.5 5.0 I 5.5 6.0 POSITIVE WIND LOAD 138 102 78 62 50 41 35 SINGLE LIVE LOAD/DEFLECTION 104 76 58 46 37 31 26 POSITIVE WIND LOAD 2 PA 110 81 62 49 40 33 27 2-SPAN . LIVE LOAD/DEFLECTION 82 60 46 37 30 24 21 3 OR POSITIVE WIND LOAD 137 . 101 77 61 49 41 34 MORE LIVE LOAD/DEFLECTION 103 76 58 46 37 31 24 24 Gage (Fy = 50 KSI) SPAN LOAD TYPE TYPE SPAN IN FEET 3.0 3.5 4.0 4.5 5.0 5.5 6.0 POSITIVE WIND LOAD 196 144 111 87 71 58 49 SINGLE LIVE LOAD/DEFLECTION 148 109 83 66 53 44' 37 POSITIVE WIND LOAD 143 105 81 64 52 43 36 2-SPAN LIVE LOAD/DEFLECTION 108 79 61 48 39 1 32 27 3 OR POSITIVE WIND LOAD 179 131 101 80 64 53 45 MORE LIVE LOAD/DEFLECTION 135 99 76 60 48 39 30 22 Gage (Fy = 50 KSI) SPAN LOAD . TYPE TYPE SPAN IN FEET 3.0 3.5 4.0 4.5 5.0 1 5.5 1 6.0 POSITIVE WIND LOAD 304 223 171 135 109 90 76 SINGLE LIVE LOAD/DEFLECTION 229 168 129 102 82 68 57 POSITIVE WIND LOAD 2-SPAN 200 147 113 89 72 . 60 50 LIVE LOAD/DEFLECTION 151 111 85 67 54 45 38 30R POSITIVE WIND LOAD 251 184 141 111 90 75 63 MORE LIVE LOAD/DEFLECTION . 188 138 106 1 84 68 54 41 For SI: 1 toot = 304.8 mm, 1 ksi = 6.89 MPa, I pat = 0.0479 Pa. NOTES '- Allowable loads are based on uniform span lengths and F of 50 ksl. 2. Live load is allowable live load. S. Wind load is allowable wind load and has been increased by 33.333%. 4. Deflection loads are limited by a maximum deflection ratio of L/240 of span or maximum bending stress from live load. Weight of the panel has not been deducted from allowable loads. . Load table values do not include web crippling requirements. -75 Page 2of2 - . . ER-5202. - TABLE 1—ALLOWABLE SCREW LOADS12 Gage of material in contact with screw head Gage of material not in contact with screw head 20 20 18 18 1 16 16 14 14 12 12 GAGE THICKNESS (in) 0.0359 0.0359 0.0478 0.0478 0.0598 0.0598 0.0747 0.0747 0.1046 0.1046 STEEL CONNECTING MATERIAL F, (ksi) 33 33 50 50 50 Nominal Screw Minimum Diameter Head O.D. Point Size No. (in) (In) Type3 Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension #6 0.138 0.302 SD #2 168 81 251 138 423 231 452 220 436 320 #8 0.164 0.322 SD #2,3 222 93 330 143 458 302 533 352 534 363 #10 0.190 0.384 SD #2,3 225 83 344 155 629 230 624 337 660 575 #12 0.216 0.398 SD #3 232 123 326 141 622 294 829 379 884 497 1/4 inch 0.250 0.480 SD #3 242 120 1 351 137 689 219 920 386 1,102 591 For SI: 1 inch = 25.4 mm, 1 1bf 4.45 N, I psi = 6.89 kPa. 1Steel members shall conform to Section 2230, A3, of the code. 20 ga, 18 ga—ASTM A 653 Grade 33 S.Q. with a minimum of 33,000 psi yield strength. 16 ga, 14 ga, 12 ga—ASTM A 653 Grade 50 S.Q. with a minimum of 50,000 psi yield strength. 2A1lowable screw loads are based on test methods provided in AISI CF 92-1, "Test Methods for Mechanically Fastened Cold-Formed Steel Connections." Safety factor 2.5. 3SD = Self-drill point. . tirr PART NO.: 73 ; 0 W—W . a zed SIZE: 12X2 NEXWASHEIR - QTY: 2 3 POINT . N.W.. 35 LBS ASTM LU$G SCOWS G.W.: 36 LBS IC80 ES REPORT NO.: MALE INYM WAIt USE 2S00 RPM SCPEWQUN FIGURE 2—LABELING ON BOXES OF FASTENERS 1986 AISI Specification w/1989 Addenda DATE: 3/2/00 Raskin Engineering, Inc. SECTION DESIGNATION: 4x2.5Z-16 Single INPUT PROPERTIES: Web Height = 4.0000 in Steel Thickness = 0.0600 in Top Flange = 2.1250 in Inside Corner Radius = 0.0938 in Bottom Flange = 2.3750 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.9110 in Fy With Cold-Work, Fya = 55.0 ksi Lip Angle = 50.00 degrees OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.1194 in Moment of Inertia for Deflection (lxx) 1.5491 inA4 Section Modulus (Sxx) 0.6977 in 3 Allowable Bending Moment (Ma) 1914.73 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0491 in Moment of Inertia (lxx) 1.5906 inA4 Cross Sectional Area (A) 0.6015 inA2 Radius of Gyration (Rx) 1.6262 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.0300 in Gross Moment of Inertia (lyy) 1.1034 in'4 Radius of Gyration (Ry) • 1.3544 in Other Section Property Data Member Weight per Foot of Length 2.0468 lb/ft Allowable Shear Force In Web (Unpunched) 4026.70 lb Pao for use in Interaction Equation C5-2 0 lb Principal Axis Properties Product of Inertia, Ixy 0.9254 in"4 Angle X-axis to Minor Axis 52.37 degrees 1x2 (Minor Axis) 0.3901 in"4 1y2 (Major Axis) 2.3039 in"4 Mm. Radius of Gyration, Rmin 0.8053 in Max. Radius of Gyration, Rmax 1.9571 in 1986 AISI Specification w/1989 Addenda DATE: 3/2/00 - Raskin Engineering, Inc. SECTION DESIGNATION: 4x2.5C-18 Single C Stud INPUT PROPERTIES: Web Height = 4.0000 in Steel Thickness = 0.0480 in Top Flange = 2.5000 in Inside Corner Radius= 0.0938 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.3750 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.2926 in Moment of Inertia for Deflection (lxx) 1.0804 in'4 Section Modulus (Sxx) 0.4285 in 3 Allowable Bending Moment (Ma) 1175.99 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (lxx) 1.2369 inA4 Cross Sectional Area (A) 0.4491 inA2 Radius of Gyration (Rx) 1.6596 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.8241 in Gross Moment of Inertia (lyy) 0.3572 in'4 Radius of Gyration (Ry) 0.8918 in Other Section Property Data Member Weight per Foot of Length 1.5281 lb/ft Allowable Shear Force In Web (Unpunched) 2484.44 lb Pao for use in Interaction Equation C5-2 6913 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.9692 in St. Vénant torsion Constant (J x 1000) 0.3449 inA4 Warping Constant (Cw) 1.1265 inA6 Radii of Gyration (Ro) 2.7253 in Torsional Flexural Constant (Beta) 0.4779 Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda Project: Date: 3/2/00 Page 1/1 R1 10.00 ft Section: 4x2.5C-18 Single Maxo = 1176.0 Ft-Lb Moment of Inertia, I = 1.08 in"4 Va = 2484.4 lb Wind or Earthquake Factor Included? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 1176.0 0.000 0.000 L/0 Center Span 0.0 0.000 0.0 Full 1176.0 0.000 0.000 LJO Right Cantilever 0.0 0.000 0.0 Full 1176.0 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? Ri 0.0 1.0 476.0 0.0 0.00 No R2 0.0 1.0 476.0 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0 (t) None None 14790.1 (t) 0.00 0.00 Center Span 999.9(c) None None 1731.8(c) 0.58 0.58 Right Cantilever 0.0 (t) None None 14790.1 (t) 0.00 0.00 1986 AISI Specification w/1989 Addenda DATE: 3/2/00 Raskin Engineering, Inc. SECTION DESIGNATION: 4x2.5C-16 Single C Stud INPUT PROPERTIES: Web Height = 4.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in Inside Corner Radius = 0.0938 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.7730 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.1231 in Moment of Inertia for Deflection (lxx) 1.6235 inA4 Section Modulus (Sxx) 0.7018 in 3 Allowable Bending Moment (Ma) 1926.23 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (lxx) 1.6235 inA4 Cross Sectional Area (A) 0.6056 inA2 Radius of Gyration (Rx) 1.6373 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.9534 in Gross Moment of Inertia (lyy) 0.5569 in'4 Radius of Gyration (Ry) 0.9589 in Other Section Property Data Member Weight per Foot of Length 2.0608 lb/ft Allowable Shear Force In Web (Unpunched) 4026.70 lb Pao for use in Interaction Equation C5-2 12538 lb Torsional Properties - Dist. from Shear Center to Neutral Axis (Xo) -2.2727 in St. Venant torsion Constant (J x 1000) 0.7267 inA4 Warping Constant (Ow) 2.2975 in'6 Radii of Gyration (Ro) 2.9606 in Torsional Flexural Constant (Beta) 0.4107 Project: Date: 3/2/00 Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda 13.50 ft Section : 4x2.5C-16 Single Maxo = 1926.2 Ft-Lb Moment of Inertia, I = 1.62 in14 Va = 4026.7 lb Wind or Earthquake Factor Included? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) Left Cantilever 0.0 0.000 0.0 Full 1926.2 0.000 Center Span 0.0 0.000 0.0 Full 1926.2 0.000 Right Cantilever 0.0 0.000 0.0 Full 1926.2 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Pt Load P(lb) (in) (lb) (Ft-Lb) Value Ri 0.0 1.0 793.3 0.0 0.00 R2 0.0 1.0 793.3 0.0 0.00 Combined Bending and Shear Stiffen Reqd? No No Page 1/1 R2 Deflection (in) Ratio 0.000 L/0 0.000 UO 0.000 LJO Reaction or Vmax Mmax Va lntr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa MJMa Unstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0 (t) None None 19945.3 0.00 0.00 Center Span 999.9 (c) None None 1762.3 c 0.57 0.57 Right Cantilever 0.0 (t) None None 45.3 (t) 0.00 0.00 cE3) Page 3 of 4 ER-4627 TABLE 3-CARBON STEEL KWIK BOLT-11 ALLOWABLE TENSION AND SHEAR VALUES (In pounds), NORMAL-WEIGHT CONCRETE1'2 ANCHOR DIAMETER (inch) ANCHOR DEPTH (inches) = 2,000 psi l'= 3,000 psi t' = 4,000 psi t.' = 6,000 psi Tension Shear Tension Shear Tension Shear Tension Shear With Sp. insp. Without SP. ifl5P. With Sjt. loop. Without Sp. loop. With Sp. loop. Without Sp. Insp. With Sp. map. Without Sp. Insp. 11/8 245 120 400 300 150 400 350 175 400 430 215 400 1/4 2 525 265 400 550 280 400 590 295 400 625 315 400 33/4 625 315 400 625 315 400 625 315 400 625 315 400 15/83 500 250 925 605 300 975 710 355 1,025 800 400 1,025 3i 21/2 1,125 565 1,100 1,210 605 1,100. 1,290 645 1,100 1,450 725 1,100 41/4 1,190 595 1,100 1,235 615 1,100 1,285 640 1,100 1,450 725 1,100 21/43 860 430 1,810 960 480 1,840 1,065 530 1,840 1,625 815 1,840 1/2 31/2 1,750 875 1,840 2,000 1,000 1,840 2,250 1,125 1,840 2,625 1,315 1,840 6 1,950 975 1,840 2,165 1,080 1,840 2,375 1,190 1,840 2,625 1,315 1,840' 23/43 1,425 710 2,875 1,685 845 2,875 1,950 975 2,875 2,500 1,250 2,875 5/8 4 2,180 1,125 3,125 2,670 1,335 3,125 3,090 1,545 3,125 3,925 1,465 3,125 7 3,000 1,500 3,125 3,250 1,625 3,125 3,500 1,750 3,125 3,925 1,965 3,125 31/43 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3,875 3,000 1,500 3,875 3/4 43/4 2,750 1,375 4,225 3,625 1,940 4,225 4,500 2,250 4,225 5,060 2,530 4,225 8 3,750 1,875 4,225 4,625 2,315 4,225 5,500 2,750 4,225 5,925 2,965 4,225 41,23 2,930 1,465 6,625 3,650 1,825 7,125 4,375 2,190 7,625 4,360 2,180 8,625 1 6 3,990 1,995 8,625 5,310 2,655 8,625 6,625 3,315 8,625 7,875 3,940 8,625 9 6,040 3,020 8,625 7,050 3,525 8,625 8,055 4,025 8,625 10,000 5,000 8,625 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb. = 4.45 N. tmSee Table 2 footnotes. 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. TABLE 4-STAINLESS STEEL KWIK BOLT-11 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL-WEIGHT CONCRETE1'2 2,000 Psi. f,'=3,000psi f,'s4,000psi i!,'=6000psi ANCHOR DIAMETER (inch) ANCHOR DEPTH (inches) Tension Shear Tension Shea, Tension Shear Tension Shear With Sp.tnsp. Without Sp.tnsp. With Sp.ieop. Without Sp.insp With Sp.innp. Without Sp.lnnp. With Sp,insp. Wi th out Sp.lnup. 1t/83 170 85 525 230 115 540 245 120 550 350 175 550 1/4 2 425 210 550 500 250 550 500 250 550 520 260 550 33/4 520 260 550 520 260 550 520 260 550 520 260 550 15/83 400 200 825 460 230 950 515 260 1,075 625 315 1,150 21/2 875 440 1,250 1,025 515 1,250 1,175 590 1,250 1,350 675 1,250 41/4 1,000 500 1,250 1,145 625 1,250 1,350 675 1,250 1,350 675 1,250 21/43 800 400 1,700 1,000 500 1,740 1,200 600 1,775 1,250 625 2,085 i/2 31I2 1,250 625 2,085 1,625 815 2,085 2,000 1,000 2,085 2,250 1,125 2,085 6 1,375 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085 23/43 1,020 510 2,625 1,250 625 2,875 1,475 735 3,125 1,800 900 3,125 5/8 4 1,730 865 3,125 2,220 1,110 3,125 2,715 1,355 3,125 3,000 1,500 3,125 7 2,250 1,125 3,125 2,825 1,415 3,125 3,425 1,715 3,125 3,425 1,715 3,125 31/43 1,450 725 2,700 1,825 915 3,100 2,200 1,100 3,500 2,450 1,225 41500 3/4 43/4 2,350 1,175 4,225 2,990 1,525 4,365 3,625 1,815 4,500 4,375 2,190 4,500 8 2,750 1,375 4,500 3,500 1,815 4,500 4,250 2,125 4,500 4,800 2,400 4,500 41/2 2,300 1,150 5,700 2,850 1,425 6,350 3,400 1,700 7,000 4,500 2,250 7,000 1 6 3,740 1,870 7,000 4,930 2,465 7,000 6,120 3,060 7,000 6,875 3,440 7,000 5,250 2,625 7,000 7,075 3,750 7,000 8,800 4,400 7,000 8,800 4,400 7,000 For SI: 1 inch = 25.4 mm, I psi = 6.9 kPa, 1 lb. = 4.45 N. 'See Table 2 footnotes. 2Allowable loads may be increased by 331/3 percent for short-term loading due to wind or seismic forces. 3Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. 1986 AISI Specification w/1989 Addenda DATE: 3/2/00 Raskin Engineering, Inc. SECTION DESIGNATION: 6x2.5C-16 Single C Stud INPUT PROPERTIES: Web Height = 6.0000 in Steel Thickness = 0.0600 in Top Flange = 2.5000 in Inside Corner Radius= 0.0938 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.7730 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (lxx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis NeutralAxis from Top Fiber (Ycg) Moment of Inertia (lxx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry), 3.1598 in 4.1228 inA4 1.2030 in 3 3301.62 Ft-Lb 3.0000 in 4.1228 inA4 0.7256 in"2 2.3837 in 0.8007 in 0.6423 in"4 0.9408 in Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5-2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) 2.4691 lb/ft 3168.03 lb 12789 lb -1.9907 in 0.8707 inA4 5.0454 in"6 3.2450 in 0.6236 Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda Project: Date: 3/2/00 Page 1/1 RI R2 13.50 ft Section: 4x2.5C-18 Single Maxo = 1176.0 Ft-Lb Moment of Inertia, I = 1.08 jA4 Va = 2484.4 lb Wind or Earthquake Factor Included? No Flèxural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 1176.0 0.000 0.000 LJO Center Span 0.0 0.000 0.0 Full 1176.0 0.000 0.000 L/0 Right Cantilever 0.0 0.000 0.0 Full 1176.0 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Reqd? Ri 0.0 1.0 476.0 0.0 0.00 No R2 0.0 1.0 476.0 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Allow Ld lntr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0 (t) None None 14790.1 (t) 0.00 0.00 Center Span 999.9 (c) None None 1054.4 (c) 0.95 0.95 Right Cantilever 0.0 (t) None None 14790.1 (t) 0.00 0.00 Page 38 of 56 Report No. 2757 TABLE 16-2W AND 2WF GALVANIZED DECK WITH STRUCTURAL CONCRETE F1LL18 ALLOWABLE SUPERIMPOSED LOAD (psI) AND DIAPHRAGM SHEAR (pll)—(Centlnuod) 1 SLAB I IJLji:I IIJJ J1!J ,IJJJ I:I !1 :ii'j II:I 'lIi DIEPM — 11LI 11L,'1 K1rj II U L1 l • Nw I '1IlW1I fII I 145 • I cjl,. sm Mom MT on ml, on M Em M mv-90", mommmmom ffl~mml m. Mi.. MR ".1 MEM SLAB I rLI Siuurii 3M6.4 :p SL4B -- p31r'IJ'I LiJ I'I :U ri mom flI lJU (JtI I1U mom MY mom DEFM iAIJ.I-j1 uJLIWl j:J :J JylJ I:I 1ON t:'syJi Aw is I CONC rIKIiI1l:I ,1ti 1I • • Ft IJJr•,i SLAB I • — i1I iI J'ii II:I(,l Mom on -mom ml-~ ~mmffmm 'I1T7flT?i1 Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda Project: Date: 3/2/00 Page 1/1 ....IT'II . Ri 9.67 ft Section: 4x2.5C-16 Single Maxo = 1926.2 Ft-Lb Moment of Inertia, I = 1.62 inA4 Va = 4026.7 lb Wind or Earthquake Factor Included? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) Left Cantilever 0.0 0.000 0.0 Full 1926.2 0.000 Center Span 0.0 0.000 0.0 Full 1926.2 0.000 Right Cantilever 0.0 0.000 0.0 Full 1926.2 0.000 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Pt Load. P(lb) (in) (lb) (Ft-Lb) Ri 0.0 1.0 793.3 0.0 R2 0.0 1.0 793.3 0.0 Combined Bending and Shear R2 Deflection (in) Ratio 0.000 LIO 0.000 L/0 0.000 LJO lntr. Stiffen Value Reqd? 0.00 No 0.00 No Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0 (t) None None .- ) 0.00 0.00 Center Span 999.9 (c) Mid-Pt Mid-Pt 7665.2 c 0.13 0.13 Right Cantilever 0.0 (t) None None 9945.3 (t) 0.00 0.00 1986 AISI Specification w/1989 Addenda DATE: 3/2/00 Raskin Engineering, Inc. SECTION DESIGNATION: 4-3116"x3.25U-12 Single INPUT PROPERTIES: Web Height = 4.1875 in Steel Thickness 0.1050 in Top Flange = 3.2500 in Inside Corner Radius = 0.1875 in Bottom Flange = 3.2500 in Yield Stress, Fy = 55.0 ksi Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.4739 in Moment of Inertia for Deflection (lxx) 2.7152 inA4 Section Modulus (Sxx) 0.9953 in 3 Allowable Bending Moment (Ma) 2731.64 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0938 in Moment of Inertia (lxx) 3.2992 in'4 Cross Sectional Area (A) 1.0785 in'2 Radius of Gyration (Rx) 1.7490 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 1.0487 in Gross Moment of Inertia (lyy) 1.2178 in1'4 Radius of Gyration (Ry) 1.0626 in Other Section Property Data Member Weight per Foot of Length 3.6699 lb/ft Allowable Shear Force In Web (Unpunched) 8321.77 lb Pao for use in Interaction Equation C5-2 8021 lb• Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -2.3519 in St. Venant torsion Constant (J x 1000) 3.9635 inA4 Warping Constant (Cw) 3.6298 in"6 Radii of Gyration (Ro) 3.1177 in Torsional Flexural Constant (Beta) 0.4309 1986 AISl Specification w/1989 Addenda DATE: 3/2/00 Raskin Engineering, Inc. SECTION DESIGNATION: 6x2.5C-14 Single C Stud INPUT PROPERTIES: Web Height = 6.0000 in Steel Thickness = 0.0750 in Top Flange = 2.5000 in Inside Corner Radius = 0.0938 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.8000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.1346 in Moment of Inertia for Deflection (lxx) 5.1095 in"4 Section Modulus (Sxx) S 1.5267 in 3 Allowable Bending Moment (Ma) 4190.09 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 3.0000 in Moment of Inertia (lxx) 5.1095 inA4 Cross Sectional Area (A) 0.9056 in'2 Radius of Gyration (Rx) 2.3753 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.8082 in Gross Moment of Inertia (lyy) 0.7971 in"4 Radius of Gyration (Ry) 0.9382 in Other Section Property Data Member Weight per Foot of Length 3.0816 lb/ft Allowable Shear Force In Web (Unpunched) 6220.35 lb Pao for use in Interaction Equation C5-2 17429 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.9941 in St. Venant torsion Constant (J x 1000) 1.6980 inA4 Warping Constant (Cw) 5 6.3016 inA6 Radii of Gyration (Ro) . 3.2402 in Torsional Flexural Constant (Beta) 0.6212 1986 AISI Specification w/1989 Addenda DATE: 3/2100 Raskin Engineering, Inc. SECTION DESIGNATION: 10x3.5C-12 Single C Stud INPUT PROPERTIES: Web Height 10.0000 in Steel Thickness 0.1050 in Top Flange = 3.5000 in Inside Corner Ra1ius = 0.1875 in Bottom Flange= 3.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.8850 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties; Strong Axis Neutral Axis from Top Fiber (Ycg) . 5.2873 in Moment of Inertia for Deflection (lxx) 28.3635 in'4 Section Modulus (Sxx) 4.9012 in 3 Allowable Bending Moment (Ma) . 13451.52 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (lxx) 28.4518 in"4 Cross Sectional Area (A) 1.8835 in A2 Radius of Gyration (Rx) 3.8866 in Section Properties, Weak Axis . Gross Neutral Axis (Xcg) From Web Face 0.9712 in Gross Moment of Inertia (Iyy) 2.9088 in"4 Radius of Gyration (Ry) 1.2427 in Other Section Property Data Member Weight per Foot of Length 6.4091 lb/ft Allowable Shear Force In Web (Unpunched) 10265.66 lb Pao for use in Interaction Equation C5-2 31784 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -2.4657 in St. Venant torsion Constant (J x 1000) 6.9218 inA4 Warping Constant (Cw) 58.5323 inA6 Radii of Gyration (Ro) 4.7676 in Torsional Flexural Constant (Beta) 0.7325 RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 6:08PM, 2 MAR 00 Description : PALOMAR Al PORT RD. .Rancho Cucamonga, CA 91730 Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 Rev: 510301 . User: KW.0603719, Ver 5.1.3, 22'Jufl1999, Win32 Pa ge 1 Steel Column . . . c:\ec\0020.ecw:Calcu1ations ENERCALC Description 10'-0' BEAM SUPPORTS General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS4X4X3116 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 V-V Sidesway: Restrained Column Height 9.670 ft Elastic Modulus 29000.00 ksi End Fixity Pin-Pin X-X Unbraced . 9.670 ft Kxx . 1.000 Live & Short Term Loads Combined Y-Y Unbraced 9.670 ft Kyy 1.000 Axial Load... Dead Load k Ecc. for X-X Axis Moments in Live Load 19.20k Ecc. for Y-VAxis Moments in Short Term Load k . F Sum rjJ . . Column Design OK Section : T54X4X3/16, Height = 9.67ft, Axial Loads: DL = 0.00, LL = 19.20, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 9.67ft, Y-Y = 9.67ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula Hi - 1 0.3669 0.3669 0.2759 AISC Formula Hi -2 0.2511 0.2511 0.1888 AISC Formula Hi - 3 XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*LIr <Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 18.89 ksi 18.89 ksi 18.89 ksi 25.13 ksi fa : Actual 0.00 ksi 6.93 ksi , 6.93 ksi 6.93 ksi Fb:xx : Allow [F3.1] .. 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : xx Actual . 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb : yy Actual . 0.00 ksi 0.09 ksi 0.00 ksi 0.00 ksi lues Fex: DL+LL , 26,384 psi Cm:x DL+LL . 0.60 Cb:x DL+LL 1.75 Fey: DL+LL 26,384 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 Fex: DL+LL+ST 35,091 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 Fey: DL+LL+ST 35,091 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max V-V Axis' Deflection 0.000 in at 0.000 ft [on Properties TS4X4X3116 Depth 4.00 in Weight 9.41 #Ift -xx 6.59 in4 Width 4.000 in Area 2.77 in2 l-yy 6.59 in4 Thickness 0.188 in S-xx 3.295in3 ' S-yy , 3.295in3 r-xx ' 1.5,42 in r-yy 1.542 in RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DI-IR Date: 8:22AM, 3 MAR00 Descriptton :PALOMARAPORT RD. Rancho Cucamonga, CA 91730 Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 L!!r 5.1.3, 22-Jun-1999, Win32 Steel Beam Design Page 1 J Description 10-0' BEAMS -ALTERNATE General[ Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X18 Fy 36.00ks1 Pinned -Pinned Load Duration Factor 1.00 Center Span 10.00 ft , Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft [riited Loads #1 #2 7 #3 #4 #5 #6 #7 DL 0.470 k/ft LL 1.450 . k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: W8X18 section, Span = 10.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 24.223k-ft 30.114 k-ft . Max. Deflection -0.243 in fb : Bending Stress 19.113 ksi 23.760 ksi Length/DLDefl 1,962.4 :1 Length/(DL+LL Defl) 494.1 : 1 Shear . 9.689 k . 26.960 k fv: Shear Stress 5.175 ksi 14.400 ksi • fv/Fv 0.359:1 ss Summary <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Only (ä Center Center . Cants . c Cants Max. M + . 24.22 k-ft 6.10 24.22 • . k-ft Max.M - . k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear @ Left 9.69 k 2.44 9.69 . k Shear @ Right 9.69 k 2.44 9.69 k. Center Defl. -0.243 in -0.061 -0.243 -0.243 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 . 0.000 0.000 in Right Cant Defl 0.000 in • 0.000 . 0.000 0.000 0.000 0.000 in ...Query Defl © o:000 ft 0.000 • 0.000 0.000 . 0.000 0.000in Reaction@ Left 9.69 2.44 • 9.69 9.69 k Reaction © Rt 9.69 2.44 9.69 9.69 • k Fa calc'd per 1.5-I, K*LJr < Cc Secti . [on Properties W8X18 Depth. 8.140 in Weight 17.87 #/ft r-xx 3.430 in Width 5.250in l-xx 61.90 in4 r-yy 1.231 in Web Thick . 0.230 in l-yy 7.97 1n4 Rt . 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 . Area 5.26 1n2 • S-yy 3.036 in3 1986 AISI Specification w11989 Addenda DATE: 3/2100 Raskin Engineering, Inc. SECTION DESIGNATION: 8x2.5C-14 Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.0750 in Top Flange = 2.5000 in Inside Corner Radius = 0.0938 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 0.8000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.1583 in Moment of Inertia for Deflection (lxx) 10.0264 inA4 Section Modulus (Sxx) 2.2646 mA 3 Allowable Bending Moment (Ma) 6215.12 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (lxx) 10.0264 inA4 Cross Sectional Area (A) 1.0556 inA2 Radius of Gyration (Rx) 3.0819 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6987 in Gross Moment of Inertia (lyy) 0.8735 inA4 Radius of Gyration (Ry) 0.9097 in Other Section Property Data Member Weight per Foot of Length 3.5920 lb/ft Allowable Shear Force In Web (Unpunched) 4596.77 lb Pao for use in Interaction Equation C5-2 17667 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7808 in St. Venant torsion Constant (J x 1000) 1.9793 inA4 Warping Constant (Cw) 11.5425 inA6 Radii of Gyration (Ro) 3.6738 in Torsional Flexural Constant (Beta) 0.7650 Project: Date: 3/3/00 TT Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda Page 1/1 RI R2 9.67 ft Section: 6x2.5C-16 Single Maxo = 3301.6 Ft-Lb Moment of Inertia, I = 4.12 in'4 Va = 3168.0 lb Wind or Earthquake Factor Included? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 0.0 0.000 0.0 Full 3301.6 0.000 0.000 L/0 Center Span 0.0 0.000 0.0 Full 3301.6 0.000 0.000 LJO Right Cantilever 0.0 0.000 0.0 Full 3301.6 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Reqd? Ri 0.0 1.0 738.4 0.0 0.00 No R2 0.0 1.0 738.4 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va lntr. lntr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen Ri 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Allow Ld Intr. Span (lb) KyLy KtLt (lb) P/Pa Value Left Cantilever 0.0 (t) None None 74(t)-, 0.00 0.00 Center Span 999.9 (c) Mid-Pt Mid-Pt 10329.5 (c). 0.10 0.10 Right Cantilever 0.0 (t) None None 297t) 0.00 0.00 RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job #00-20 11030 Arrow Route, #211 . Dsgnr: DHR Date: 9:55AM, 3 MAR 00 Description: AIRPORT RD. Rancho Cucamonga, CA 91730 Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 User: KW-0603719. Ver L:Re~: Masonry Column Design 8 513.22Jun.1999.Wmn323-99 ENERCALC c:\ec\00.20.eccatiogj WPM Description MASONRY PIERS UNDER VERTICAL AND OUT-OF-PLANE LOADING [neraI Information . Calculations are designed to 1997 UBC Requirements Column Height 10.000 ft I'm 1,500.00 psi Seismic Factor 0.3900 Width 16.000 in Fs 24,000.00 psi Seismic Zone 4 Depth 8.000 in Em =fm * 750.0 Wall Density 125.000 pcf Column Area 128.00 in2 Load Duration Factor 1.330 Rebar Size 5' . Special Inspection Bar Count Each Face . 2 ...rebar area 0.620 in2 Rebar Depth 6.000 in [Applied Loads . Vertical Load Lateral Load . 0.00 #/ft Dead Load 6.30 k ..distance to bottom 0.000 ft Live Load 13.50 k ..distance to top 0.000 ft eccentricity 0.000 in Load Type Seismic Load Type Roof Wind Load 24.21 psf es Allowable Steel Tension . . 24,000.00 psi np 0.17002 j 0.85420 Fa: [.25*fm*Aseff*(.5 w/o sp. insp.)* (.5 if thk < 12') k 0.43739 2/kj 5.35300 + .65 * as * Fsc] * [1(h/140r)A2] 287.28 psi ' , n 25.778 Fb:Masonry: 0.33*fm*(.5 w/o sp. insp) <=2000 247.50 psi E 1,125,000 psi in Max Allow Moment w/o Axial Load 2,127.81 ft4 Max. Allow Axial Load w/o Moment , 36.77 k Load • [Combinations & Stress Details Summary Bending Stresses Maximum of Moment Axial Steel Masonry ' Axial Stress fb/FbfaJFa Top of Wall ft-# lbs psi psi psi fs / Fs Dead + Live Load ' 0.0 19,800.0 0.0 0.00 154.69 0.5385 Btwn Base & Top of Wall Dead + Live + Wind 403.5 20,355.6 1,556.2 46.93 159.03 0.7432 Dead + Live + Seismic 541.7 20,355.6 2,089.1 63.00 '159.03 0.2546- Summary Column Design OK lOft high column, Width= 16.000in, Depth= 8.000in Using 2 - #5 bars at 'd = 6.00in Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress 46.93 psi Steel Bending Stress 1,556.20 psi Masonry Axial Stress 159.03 psi Combined Stress Ratio ' 0.7432 < 1.3300 (allowable) of Loads & Moments Vertical Loads... Lateral Loads... Total DL @ Top 6.30 k 13.50k Wind + Lateral 32.28 #/ft Mid-Height DL + LL . 6.86 k 13.50 k Seismic + Lateral 43.33 #/ft , Combined Moments... . Top DL + LL • 0.00 ft4 , Mid: DL + LL + Wind 403.50 ft-# Mid: DL + LL + Seismic 541.67 ft-# • • • • . RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job #00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 9:55AM, 3 MAR 00 Description: PALOMAR AIRPORT RD. Rancho Cucamonga, CA 91730 . CARLSBAD, CA Phone: (909) 980-8898 Scope: STRUCTURE - Fax: (909) 980-8838 5.1.3, 22-Jun-1999, Win32 Masonry Wall Design Page 1 c:\ec\00.20ecw:Ca1cu!j Description 1ST FLOOR CMU WALLS [General Information Calculations are designed to 1997 UBC Requirementsj Wall Height - 10.00 ft Seismic Factor 0.3900 fm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = fm * 750.00 Fs 24,000.0 psi - Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout © Rebar Only Rebar Size 5 Normal Weight Block Rebar Spacing 40 in - Equivalent Depth to Rebar - 3.810 in © Center Solid Thickness 4.700 in L-oads _ Uniform Load Concentric Axial Load Wind Load 24.200.psf Dead Load 630.000 #/ft Dead Load 0.000 #/ft Live Load 1,350.000 #Ift Live Load 0.000#/ft Load Eccentricity 0.000 in Roof Load Floor Load [Design Values E 1,125,000 psi Rebar Area 0.093 in2 np 0.05244 j 0.90813 n: Es / Em .25.778 Radius of Gyration -2.521 in k 0.27562 2 / kj 7.99050 Wall Weight 56.000 psf Moment of Inertia 358.350 in4 Max Allow Axial Stress = 0.25 fm (1-(h/140r)A2) * Spinsp 165.82 psi -- Allow Masonry Bending Stress = 0.33 I'm * Spinsp = 247.50 psi Allow Steel Bending Stress = 24,000.00 psi Combination & Stress Details Summary Axial Bending Stresses Axial Maximum: = • ' fblFb+faiFa Moment Load Steel Masonry Compression Top of Wall in-# lbs psi psi psi f595 DL+ LL 0.0 1,980.0 0.0 0.0 35.11 0.2117 DL + LL + Wind 0.0 1,980.0 0.0 0.0 35.11 0.2117 DL + LL + Seismic o.o 1,980.0 0.0 0.0 35.11 0.2117 Between Base & Top of Wall DL + LL 0.0 2,260.0 0.0 0.0 40.07 0.2417 DL + LL + Wind 3,630.0 2,260.0 11,281.1 166.5 40.07 0.9144 DL + LL + Seismic 3,276.0 2,260.0 10,181.0 150.3 40.07 0.8488 ...... ummary Wall Design OK 10.00ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 40.00in0.C. at center Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress 166.51 psi SteelBending Stress 11,281.11 psi Masonry Axial Stress 40.07 psi Combined Stress Ratio 0.9144 < 1.3300 (allowable) Final Loads & Moments S Wall Weight moment © Mid Ht 280.00 lbs Wind Moment © Mid Ht - 3,630.00 in-# Seismic Moment © Mid Ht 3,276.00 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment © Mid Ht 0.00 in-# - Total Dead Load 630.00 lbs • Total Live Load 1,350.00 lbs Live Load Moment -@ Top of Wall -0.00 in# LiveLoad Moment @ Mid Ht 0.00 in-# • • Maximum Allow Moment for Applied Axial Load = - 5,395.51 in-# - 9,352.19 lbs Maximum Allow Axial Load for Applied Moment - :- '- 1986 AISI Specification w/1989 Addenda DATE: 3/6/00 Raskin Engineering, Inc. SECTION DESIGNATION: 8x2.5C-12 Single C Stud INPUT PROPERTIES: Web Height = 8.0000 in Steel Thickness = 0.1050 in Top Flange 2.5000 in Inside Corner Radius = 0.1875 in Bottom Flange= 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip 0.8850 in Fy With Cold-Work, Fya = 59.7 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 40000 in Moment of Inertia for Deflection (lxx) 13.6451 in"4 Section Modulus (Sxx) 3.4113 in's 3 Allowable Bending Moment (Ma) 10159.42 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 4.0000 in Moment of Inertia (lxx) 13.6451 in, "4 Cross Sectional Area (A) 1.4635 in12 Radius of Gyration (Rx) 3.0535 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.7147 in Gross Moment of Inertia (Iyy) 1.1937 inA4 Radius of Gyration (Ry) 0.9031 in Other Section Property Data Member Weight per Foot of Length 4.9799 lb/ft Allowable Shear Force In Web (Unpunched) 12331.76 lb Pao for use in Interaction Equation C5-2 31618 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.8211 in St. Venant torsion Constant (J x 1000) 5.3783 inA4 Warping Constant (Cw) 16.3331 inA6 Radii of Gyration (Ro) 3.6682 in Torsional Flexural Constant (Beta) 0.7535 WE RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 10:56AM, 12 MAR 00 Rancho Cucamonga, CA 91730 Description: PALOMAR AIRPORT RD. - CARLSBAD, CA Phone: (909) 980-8898 - Scope: STRUCTURE Fax: (909) 98078838 Masonry Lintel Design Description TYPICAL LINTEL BEAMS [jl!ormation Calculations are designed to 1997 UBC Requirements fm 1,500.0 psi Clear Span 8.00 ft Rebar Size 5 Fs 24,000.0 psi Lintel Depth 3.33 ft # Bars E/F Em = ?m * 750.00 Thickness 8.00 in Top Clear 4.000 in Special Inspection End Fixity Fix-Fix Btm Clear 4.000 in Seismic Factor 0.390 Bar Spacing 3.000 in # Bar Sets 3 Wall Wt Mult. 1.000 Load Duration Factor 1.330 Block Type Normal Wt Live Loads Not Included with Wind/Seismic Applied Loads U ea Eoags... DL LL Start X End #1 0.63 IJft 1.35k/ft 0.000 ft 0.000 ft Wind Load 0.00 psf IShears __ --- Moment Shear Vertical Loads Actual Allowable Actual Allowable DL Only 4.85 40.31 k-ft 14.68 38.73 psi DL + LL 12.05 40.31 k-ft 36.47 38.73 psi DL + Wind/Seismic + (LL) 53.61 k-ft 51.51 psi Lateral Loads Wind 0.00 14.32 k-ft 0.09 51.51 psi Seismic 0.58 14.32 k-ft 2.27 51.51 psi Equiv. Solid Thick 7.600 in Wall Wt 84.00 psf E . 1125,000.0 psi n 25.7778 Summary Lintel OK Span= 8.00ft, Depth= 3.33ft, Thick= 8.00inNormal Weight Block, Special Inspection Using 3 bar sets of 1- #5 bars spaced 3.000m apart, Ends are Fix-Fix Combined Stress Ratios -. DL+ LL (shear governs) - 0.9416 . 1.00 DL + Wind (+ LL) (shear governs) 0.2850 1.00 DL + Seismic (+ LL) (shear governs) - 0.3290 1.00 Combined Stress Results... Vertical Lateral : Combined DL + LL fb/Fb, 0.2990 -0.2990 : 1.00 fv/Fv 0.9416 0.9416 : too DL + Wind (+ LL) fb/Fb 0.0905 0.0905 1.00 - fv/Fv - 0.2850 0.2850 1.00 DL + Seismic (+ LL) - fb/Fb 0.0905 0.0406 0.1311 : 1.00 fv/Fv 0.2850 0.0440 0.3290 : 1.00 es Veilical Strength Allowable Stresses As 0.6200 in2 Masonry Fb... k:(npA2+2np)A.5np 0.29 0.33 fm (.5 if w/o sp insp) 495.00 psi P - 0.0583 Steel - • 24000.00 psi 1 - k/3 - - 0.904 Mason Fv - * LDF - - ?mA.5 * (.5 if w/o sp insp) • 38.73 psi - - - M:Stl=FsAs j S Lateral Strength - - As 0.93 1n2. j = 1 - kJ3 0.88 - • - k:(npA2+2np)A.5np 0.11 M:mas=Fb k b dA2/2 * LDF • 10.77 k-ft - - np • - 0.37 M:Stl Fs*Asi*d*LDF - • - 11.93 k-ft . - - S . - - -- •: RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job #00-20 11030 Arrow Route, #211 Dsgnr: DNR Date: 10:51AM, 5 MAR 00 Description: PALOMARAPORT RD. Rancho Cucamonga, CA 91730 . Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 [Re~: 510302 oo319.ver5.1.3. 22Jn.1999, W,032 Beam on Elastic Foundation(c) Page 1 _ User: 1983-99 ENERCALC c'\ec\00.20.ecw:CaIcuIas Description MAT FOUNDATION FOR 2-FLOORS + ROOF [rai Information Beam Span 20.000 ft Elastic Modulus 3,122.0 ksi Load Factoring... Depth 7.50 in Subgrade Modulus 100.00 pci Dead Loads 1.400 Width 30.00 in IGross 1,054.69 in4 Live Loads 1.700 Left End Fixity Free Beta 5.243 Short Term Loads 1.000 Right End Fixity Free Overall Factor 1.000 Load Combination DL+LL+ST . Deflections Calc'd using Unfactored Loads Rotations Calc'd using Unfactored Loads Point Loads Dead Load Live Load Short Term Load Location #1 2.10k 6.75k k/ft 5.000 ft #2 2.10k 6.75k k 15.000 ft L Summary J Max Shear 7.89 k at 14.960 ft Defl:a . 0.012 in R:a 0.00 k Min Shear -7.89 k at 5.040 ft Defl:b 0.012 in R:b 0.00 k Max Moment 12.55k-ft at 15.040 ft Max Defl 0.00 in at 0.000 ft Ma 0.00 k-ft Min Moment -5.51 k-ft at 10.000 ft Min Defi -0.05 in at 14.880 ft Mb . 0.00 k-ft Max Rotation 0.00088 rad at 20.000 ft Max SP 768.47 psf at 14.880ft Theta:a 70.00088 rad Min Rotation -0.00088 rad at 0.000 ft Min SP 0.00 psf at 0.000 ft Theta:b 0.00088 rad RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 11:01AM, 5 MAR 00 Description: PALOMAR AIRPORT RD. Rancho Cucamonga, CA 91730 CARLSBAD, CA Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 I Rev: 510302 I User KW.0603719 Vet 5.1.3, 22Jun1999, Win32 Beam on Elastic Foundation Page 1 1 Description MAT FOUNDATION FOR 1-FLOOR + ROOF ormation L :tr j Beam Span 19.000 ft Elastic Modulus 3122.0 ksi Load Factoring... Depth 6.00 in Subgrade Modulus 100.00 pci Dead Loads 1.400 Width 30.00 in I Gross 540.00 jn4 Live Loads 1.700 Left End Fixity Free Beta 5.888 Short Term Loads 1.000 Right End Fixity Free 1.000 Overall Factor Load Combination DL+LL+ST . Deflections Calc'd using Unfactored Loads Rotations Calcd using Unfactored Loads . ntLoads Dead Load Live Load Short Term Load Location #1 1.10k 3.63k k/ft . 4.500 ft #2 1.10k 3.63k k 14.500 ft Summary - Max Shear 4.11 k at 14.440 ft Defl a 0.005 in R a 0.00 k Min Shear. . -4.11 k at 4.560 ft Defl:b 0.005 in R:b 0.00 k Max Moment 6.07 k-ft at 14.516 ft Max Defi 0.00 in at 0.000 ft Ma 0.00 k-ft Min Moment -2.69k-ft at 9.500 ft Min Defl -0.03 in at 14.516 ft Mb 0.00 k-ft Max Rotation 0.00066 rad at 19.000 ft Max SP 476.02 psf at 14.516 ft Theta:a -0.00066 rad Min Rotation . -0.00066 rad at 0.000 ft Min SP 0.00 psf at 0.000 ft Theta:b 0.00066 rad RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 ArrOw Route, #211 Dsgnr: DHR Date: 11:02AM, 5 MAR 00 Rancho Cucamonga, CA 91730 - Description: PALOMAR AIRPORT RD. Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 L:.1.3,2Jun1999, ''32 Multi-Span Concrete Beam c:\ec\OO20.ecw:Caiat . Description MAT FOUNDATION DESIGN General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Fy 60000.0 psi All Spans Considered as Individual Beams ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 40,000.0 psi - -- ACI Live Load Factor 1.70 Concrete Member Information Description 2FLR+RF 1FLR+RF Span ft 10.00 10.00 Beam Width in 30.00 30.00 Beam Depth in 7.50 6.00 End Fixity Pin-Pin Pin-Pin ' Reinforcing Center Area 0.94in2 0.57in2 Bar Depth 3.501n 2.75in Left Area 0.941n2 0.57in2 Bar Depth 4.00in 3.25in Right Area 0.94in2 0.571n2 Bar Depth 4.00in 3.25in Loads Us i n g Live Load T s Span nfl Yes Yes Results ' Beam OK Beam OK Mmax © Cntr k-ft 0.00 0.00 ft 10.00 10.00 : Mn * Phi k-ft 13.21 6.47 Max ©Left End 'k-ft 0.00 0.00 Mn * Phi. k-ft 13.21 6.47 Max @ Right End k-ft 0.00 0.00 Mn * Phi k-ft 13.21 6.47 Bending OK Bending OK : Shear @Left k 0.00 0.00 Shear © Right k 0.00 0.00 Reactions & Deflections DL @ Left k 0.00 0.00 LL ,@ Left k ' 0.00 0.00 . . . . Total @ Left k 0.00 0.00 DL © Right k 0.00 0.00 LL @ Right k 0.00 0.00 Total @ Right k 0.00 0.00 Max. Deflection in 0.000 0.000 @ X = ft 10.00 10.00 Inertia: Effective in4 1,054.69 540.00 Shear[ Stirrups . 0.200 . .. 0.400 Stirrup Rebar Area in2 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd . Not Req'd Spacing @ 4* in Not Req'd Not Req'd Spacing © .6L in Not Req'd Not Req'd ' Spacing @ .8L in Not Req'd Not Req'd Spacing © Right in Not Req'd Not Req'd [Query Values Location . ftj 0.00 0.00 Moment . k-ft . 0.0 0.0 Shear k 0.0 0.0 Deflection - in 0.0000 0.0000 RASKIN ENGINEERING, INC. Title: CARLSBAD SELF STORAGE Job # 00-20 11030 Arrow Route, #211 Dsgnr: DHR Date: 11:51AM, 20 MAR 00 Description: PALOMAR AIRPORT RD. Rancho Cucamonga, CA 91730 Phone: (909) 980-8898 Scope: STRUCTURE Fax: (909) 980-8838 RUel.": 51 301 .3719, Ver L 5.1.3, 22.Jun.1999. Wrn32 Masonry Lintel Design Page 1 c:\ec\00.20.ecw:Ctioj (c) 1983-99 ENERCALC Description TYPICAL LINTEL BEAMS [General _Information Calculations are designed to 1997 UBC Requirements fm 1,500.0 psi Clear Span 8.67 ft Rebar Size 5 Fs 24,000.0 psi Lintel Depth 2.00 ft # Bars ElF 1 Em = I'm * 750.00 Thickness 8.00 in Top Clear 4.000 in Special Inspection End Fixity Fix-Fix Btm Clear . 4.000 In Seismic Factor 0.390 Bar Spacing 3.000 in # Bar Sets . 2 Wall Wt Mult. 1.000 Load Duration Factor 1.330 Block Type Normal Wt Live Loads Not Included with Wind/Seismic Applied Loads DL LL Start X End X #1 0.24 k/ft 0.73 k/ft 0.000 ft 0.000 ft Wind Load 0.00 psf & Shears. Moment . Shear Vertical Loads Actual Allowable Actual Allowable DL Only 2.58 20.16 k-ft 13.33 38.73 psi DL + LL 7.12 20.16 k-ft 36.80 38.73 psi DL + Wind/Seismic + (LL) 26.81 k-ft 51.51 psi Lateral Loads Wind, 000 8.90 k-ft 0.00 51.51 psi Seismic 0.41 8.90 k-ft 2.47 51.51 psi Equiv. Solid Thick 7.600 in Wall, Wt 84.00 psf E 1125,000.0 psi n 25.7778 summary Lintel OK Span= 8.67ft, Depth= 2.ft, Thick= 8.00inNormal Weight Block, Special Inspection Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix-Fix Combined Stress Ratios DL + LL (shear governs) 0.9501 1.00 DL + Wind (+ LL) (shear governs) 0.2588 1.00 DL + Seismic (+ LL) (shear governs) 0.3068 1 1.00 Combined Stress Results... Vertical Lateral : Combined DL + LL fb/Fb 0.3533 0.3533 : 1.00 fvlFv 0.9501 0.9501 : 1.00 DL + Wind (+ LL) fb/Fb 0.0962 0.0962 : 1.00 fv/Fv 0.2588 0.2588 : 1.00 DL + Seismic (+ LL) fb/Fb 0.0962 0.0461 0.1424 : 1.00 fv/Fv 0.2588 0.0479 0.3068 : 1.00 [sign Values . Vertical Strength . Allowable Stresses As ' 0.6200 in2 Masonry Fb... k:(npA2+2np)A.5np 0.36 0.33 I'm (.5 if w/o sp insp) 495.00 psi np . 0.1048 Steel 2400 00 psi Masonry LDF 20.16 k 5 if w/o sp insp) 38.73 psi Fs jd 21.78 k-ft Lateral Strength As 0.62 in2 j = I - k13 0.87 k:(np"2+2np.5-np 0.12 M:mas=Fb k j b dA2/2 * LDF 6.69 k-ft np . 0.39 M:Stl = Fs*Asi*d*LDF 7.90 k-ft jo7 Raskin Engineering, Inc. 1986 AISI Specification w/1989 Addenda Project: . Date: 3/20/00 Page 1/1 Unff Ld 9.33 ft Section: 10x3.5C-12 Single: Maxo = 13451.5 Ft-Lb Moment of Inertia, I = 28.36 inA4 Va = 10265.7 lb Wind or, Earthquake Factor Included? No '. Flexural and Deflection Check . Mmax Mmax/ Mpos Bracing Ma(Brà) Mpos/ Deflection Span Ft-Lb Maxo , (in) ft-Lb • . Ft-Lb Ma(Brc) (in) Ratio Left Cantilever' 0.0. 0.000 0.0 Full 13451.5' 0.000 0.000 'LJO Center Span 8982.7. 0.668 8982;7 Full 13451.5 0.668 ' 0.168 LJ665 Right Cantilever 0.1 0.000 0.1 Full 13451.5 0.000 0.000 LJO - Combined Bending and'Web Crippling Reaction.or Load Brng Pa Mmax Intr. '- Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb).. Value Reqd?' Rf - 3849.9 1.0 2068.9 0.0 2.23 YES R2 - -' 3849.9 1.0 - 2068.9 - 0.1 2.23 ' YES ' Combined Bending and Shear -- Reactionor - Vmax Mmax - Va - - - - - Intr. - Intr. ,. - Pt. Load -, (lb) - (Ft-Lb) Factor VNa '. M/Ma - Unstiffen - Stiffen Ri - -. 3849.9 - 0.0 •. 1.00 ' -0.38 0.00 - 0.14 . NA '. •R2 - - 3849.8 0.1 - 1.00 0.38 0.00 - 0.14 - , NA - , ulti-Rib is one of the most versatile members of the McElroy family of quality products. It is truly a multi-use wall and roof panel whosfl..applications span a tremendous variety of comjeii and industrial construction projects. Mull -R'siuperiority as a roofing panel is proven y..-(ompliance with the rigid Underwriters'j.ab6atories UL-90 wind uplift tests. An ideal co itation of strength and beauty make Multi-Rib a..e4ally popular choice for wall applications. 12" -1 38" Cover Width MULTI-RIB LOAD TABXE' SECTION PROPER-VIES ALLOWAbkE LOADS (PSF)* TOP IN COMPRE! BOTTOM IN COMPRESSION WIND LOAD uvttw DEFLECTION (IN) Panel Weight FY Ix Se /Ma ix Se Ma r 83415 T 678 29 0.75 80 .0217 201 0.965 .0145 .0214 1.024 126 71 46 7J 17 12 95 53 34 21 13 17 .31j .48 .60 .70 .80 26 0.95 80 .0309 1.482 .0198 .0300 1.435 177 100 64 40 [25 17 133 75 48 30 19 13 ] .46 .60 .70 .80 26 0.95 50 .0365 .0371 1.112 .0213 .0332 0.995 123 69 44 31 [23 17 92 52 33 23 17 13 .10 T19j. .42 .57 .74 24 1.20 .0454 .040 2.205 .0265 .0411 1.970 24313788 55[35 -23T18210366 4126 17 .17.30T .60.70.80 4 1.20 'See Load Table Notes, Page 9. McElroy's Mega-Rib panel is easily recognized by its distinctive profile. Deep rib configurations provide optimum strength and maximum spanning capabilities. While the Mega-Rib design was intended to meet the demands of the industrial environment, design flexibility has made it a popular choice for architectural applications as well. Mega-Rib's unique profile and high-strength characteristics also make it particularly well-suited for canopy projects. L 7.2" 1 - 38 Cover Width -I MEGA-RIB LOAD TABLE' SECTION PROPERTIES ALLOWABLE LOADS (PSF) TOP IN COMPRESSION BOTTOM IN COMPRESSION WIND LOAD I UVE LOAD DEFLECTION (IN) Panel Gauge,PSF Weightl FY KS) ix IN.' Se IN.3 Ma KIP IN. ix 10 IN? Se Ma KIP IN. 4 5 6 7 8 3 4 5 I 8 3 4 5 6 7 B. 26 0.98 80 .0761 1.0761 4.029 .0761 .0841 4.029 497 280 179 116 73 49 373 210 134 87 55 37 .16 .29 .45 .60 .70 .80 26 0.98 50 .0798 2.768 .0798 .0925 2.768 342 192 123 85 63 48 256 144 92 64 47 36 .11 .19 .29 .42 .57 .75 24 1.22 80 .0987 .0987 5.471 .0987 .1121 5.471 675 380 243 151 95 64 507 285 182 113 71 48 .17 .30 .47 .60 .70 .80 24 1.22 50 .10383.676.1038i228a676454255 34 11 .30 7 'See Load Table Notes, Page 9. 4 I )9 RASKIN ENGINEERING, INC. -29 GA. SHEAR WALL DESIGN W/ SUPPORT @ 5-0" 0/C -SPECIAL Design taken from THE STEEL DECK INSTITUTES, "DIAPHRAGM DESIGN MANUAL" STRENGTH DESIGN INPUTS: # of end fasteners = n := 6 PANEL INPUT: # of edge fasteners = := 0 Steel Strength = F = 80 ksi (between supports) Panel Depth = D := 1.5.in # of stitch fasteners = 4 (between supports) 29 ga. panel thickness = t := 0.0135 in # of supports = n := 1 Panel Width = W := 36. in (between ends) "between supports" refers to the sum Panel Lengths = L:= 10-ft of all fasteners for full panel length Support Spacing = L := 5-ft #12 Tek Diameter = d:= 0.216-in * CONNECTIONS: (6) #12 TEKS AT EACH PANEL TO SUPPORTS W/ #12 STITCH FASTENERS © 24" 0/C. CONNECTION STRENGTH: Qf :=(1.25.Jin .Fy.t.(1.ksi_0.005.Fy) Q=8101b kips SIDELAP STRENGTH: Q =(. ll5.E."Jdt Q=335341b in 2 ct5 =O.41 Qf L 12 = 0.73 240.in2.4r 0 * SIJMIXe := 2.(3.6 + 10.8 + 18)-in SUMXe = 64.8 in * STJMXe2 := 2.6.62 + 10.82 + 182).ifl2 SUMX 2 = 907.2 in 0 set screw pattern at intermediate supports equal to pattern at end supports: SUM)(2 := SU1vD(2 0 SU1vIX 2 = 907.2 in SUIVIXe W a1=1.8 EDGE FASTENERS: Su := (2.a1 + n•a2 + Qf (eq. 2.2-2) Su = 437.4 plf INTERIOR PANELS: r (2.np-SUMXp2 + 4•SUMXe2"1 Qf su2:=L2.(x _1)+ns.as + Jj.r Su2 = 430.76 plf (eq. 2.2-4) END MEMBERS: nt 1 w ft (2.n.suIvIx 2 + 4SUMXe2 B + w2 I N.B2 Su3:= J Qf J L2.N2 + B2 Su3 = 455.22 plf (eq. 2.2-5) B = 5.86 Su=437.4plf Su2 =430.76plf Sua :=if(Su <Su2,Su,Su2) Su3 = 455.22 plf Suf := if(Sua < Su3,Sua,5u3) The Governing Case Gives: Sur = 430.76 plf Using a FACTOR OF SAFETY FOR SEISMIC LOADING PER U.B.C. 2230-D5: s25 The ALLOWABLE SHEAR IS: Suf Sa =172.31plf RASKIN ENGINEERING, INC. -29 GA. SHEAR WALL DESIGN W/ SUPPORT @ 5-0" 0/C -SPECIAL RASKIN ENGINEERING, INC. -29 GA. SHEAR WALL DESIGN W/ SUPPORT @ 5-0' 0/C Design taken from THE STEEL DECK INSTITUTES, "DIAPHRAGM DESIGN MANUAL" STRENGTH DESIGN INPUTS: # of end fasteners = n 6 PANEL IN PUT: # of edge fasteners := 0 Steel Strength Fy = 80 ksi (between supports) Panel Depth = D:= 1.5.in # of stitch fasteners = n := 0 (between supports) 29 ga. panel thickness = t 0.0135 in # of supports = n, := 3 Panel Width = W := 36- in (between ends) "between supports" refers to the sum Panel Lengths = L:= 20-ft of all fasteners for full panel length Support Spacing = L:= 5-ft #12 Tek Diameter = d:= 0.216- in CONNECTIONS: (6) #12 TEKS AT EACH PANEL TO SUPPORTS CONNECTION STRENGTH: in Qf :=1.25.J.Fy.t.(l.ksi_0.005.Fy) Qf =8101b kips SIDELAP STRENGTH: 115-kips Q=335.341b in . Q a=0.41 Q. L, 12 X=0.73 24 in2 * . SUMXe:=2.(3.6+ 10.8 + 18). in STJMXe =64.8in * SUMX := 2.(3.62 + 10.82 182).in2 * SUMXe2 = 907.2in2 set screw pattern at intermediate supports equal to pattern at end supports: SUM)( := SUMXe2 SUMX 2 = 907.2 in 2 .SU1vDç . a1 =1.8 a2:=ct1 EDGE FASTENERS: Su := (2.a j + n P,CC2 + Qf (eq. 2.2-2) Su = 364.5 plf INTERIOR PANELS: Su2:=[2.(X - i) + + 12.n.S4X 2 + 4.Soc2 1Qf (eq. 2.2-4) L w2 . )jL Su2 =261.7lplf END MEMBERS: nt 1 N=2— w ft (2.n.suiix 2 + 4.S1.JM)(2'\ B:=n.cx+I p B=7 W ) 2 B2 Su3 Qf (eq. 2.2-5) 4L2.N2 +B2 Su3 = 279.26 plf Su =364.5plf Su2 = 261.71 plf SUa : if(Su <5u2,Su,5u2) Su3 = 279.26 plf Suf:= if(Sua < Su3,Sua,Su3) The Governing Case Gives: SUf = 261.71 plf Using a FACTOR OF SAFETY FOR SEISMIC LOADING PER U.B.C. 2230-D5: The ALLOWABLE SHEAR IS: Suf Sa 1O4.69plf RASKIN ENGINEERING, INC. -29 GA. SHEAR WALL DESIGN WI SUPPORT @ 5'-0" 0/C RASKIN ENGINEERING, INC. -26 GA. SHEAR WALL DESIGN w/ SUPPORTS @ 30" 0/C Design taken from THE STEEL DECK INSTITUTES, "DIAPHRAGM DESIGN MANUAL" STRENGTH DESIGN INPUTS: # of end fasteners = n 6 PANEL INPUT: # of edge fasteners = := 19 Steel Strength = F = 80 ksi (between supports) Panel Depth = D:= 1.5-in # of stitch fasteners = n := 19 (between supports) 26 ga. panel thickness = t:= 0.0179 in # of supports = np:= 7 Panel Width = W := 36. in (between ends) "between supports" refers to the sum Panel Lengths = L:= 20-ft of all fasteners for full panel length Support Spacing L:=2.5-ft #12 Tek Diameter = d := 0.216. in * CONNECTIONS: (6) #12 TEKS AT EACH PANEL TO SUPPORTS AND #12 STITCH FASTENERS @ 12" 0/C AT SIDELAPS BETWEEN SUPPORTS CONNECTION STRENGTH: in Q := (1.25.__).F.t.(1.ksi - 0.005.F) Q = 10741b kips SIDELAP STRENGTH: kips 115. i1n2 Q=444.64lb Q a=O.4l Qf L 12 ?=0.88 3 240.in2 4i * SUMXe := 2.(3.6 + 10.8 + 18)-in S1JtvfXe = 64.8 in * StTh4Xe2 :=2.(3.62 + 10.82 + 182).in2 907.2 in set screw pattern at intermediate supports equal to pattern at end supports: SUMXp2 : SIJTVIIXe2 S1JMXp2 = 907.2 in2 SUMX cti W •• ct1 =1.8 0 2:=c(1 )14 EDGE FASTENERS: Su := (2.a i + fl a2 + Qf n.(eq. 2.2-2) Su = 1890.24 plf INTERIOR PANELS: [ (2.n.Suwc 2 + 4SUMXe2\1 Q Su2 :=I 2.(X - i) + n•a + (eq. 2.2-4) [ w2 )]L Su2 = 1086.48 plf END MEMBERS: nt 1 N:=— N=2— W ft (2.n.Surviix 2 + 4S1JM1Xe2" B := + I B = 20.47 w2 ) N2 B2 Su3 :=Qf (eq. 2.2-5) Su3 = 978.4 plf Su = 1890.24 plf Su2 = 1086.48 plf Sua:=if(Su <Su2,Su,Su2) Su3 = 978.4plf Suf := if(Sua < Su3,SUa,Su3) The Governing Case Gives: SUf= 978.4plf Using 'a FACTOR OF SAFETY FOR SEISMIC LOADING PER U.B.C. 2230-D5: The ALLOWABLE SHEAR IS: SUf RASKIN ENGINEERING, INC. := - • Sa = 3 91.3 6 plf -26 GA. SHEAR WALL DESIGN WI SUPPORTS @ 30' 0/C Qs iI RASKIN ENGINEERING, INC. -24 GA. SHEAR WALL DESIGN W/ SUPPORTS @ 30" 0/C Design taken from THE STEEL DECK INSTITUTES, 'DIAPHRAGM DESIGN MANUAL" STRENGTH DESIGN INPUTS: # of end fasteners = := 6 PANEL INPUT: # of edge fasteners = n,:= 23 Steel Strength = F = 80 ksi (between supports) Panel Depth = D:= 1.5-in # of stitch fasteners = n := 23 (between supports) 24 ga. panel thickness = t:= 0.0239 in # of supports = np:= 7 Panel Width W := 36. in (between ends) "between supports" refers to the sum Panel Lengths = L:= 20:ft of all fasteners for full panel length Support Spacing = L:=2.5.ft #12 Tek Diameter = d := 0.216-in * CONNECTIONS: (6) #12 TEKS AT EACH PANEL TO SUPPORTS AND #12 STITCH FASTENERS © 10" 0/C AT SIDELAPS BETWEEN SUPPORTS CONNECTION STRENGTH: Q := (1.25.n ~ip jFy-t-(I-ksi - 0.005.F) Q = 14341b SIDELAP STRENGTH: kips Q =[115.Jdt Q=59368!b in Qf 0.41 L D-_ 12 A = 0.9 3 240.in2 ..,Jj * STJIMXe := 2.(3.6 + 10.8 + 1-8)-in STJMXe = 64.8 in * SUMXe2 :=2.(3.62 + 10.82 + 182).in2 SUMXe2 = 907.2in2 set screw pattern at intermediate supports equal to pattern at end supports: S1JMX 2 := SUMXe2 SUIMXp2 = 907.2 in suM,ç al W ci=1.8 HIR EDGE FASTENERS: Su := (2.a1 + np.a2 + Qf (eq. 2.2-2) Su=2810.64plf INTERIOR PANELS: [ (2.np.SUMXp2 + 4.51 I)(2'1 Q Su2:=[2.(X_l)+fls.as + w2 Jji: Su2 =1571.65plf (eq. 2.2-4) END MEMBERS: nt 1 N:=— N=2— W ft (2.n.SiJ1vix 2 + 4SUMXe2 B := + I W2 N2-B2 Su3 := , .Qf (eq. 2.2-5) L•N + B2 u3 =1388.02plf B = 22.12 Su = 2810.64 plf Su2 = 1571.65 plf SUa : if(Su <Su2 Su,Su2) Su3 = 1388.02 plf Suf := if(Sua < SU3,Sua,Su3) The Governing Case Gives: SUf = 1388.02 plf Using a FACTOR OF SAFETY FOR SEISMIC LOADING PER U.B.C. 2230-D5: The ALLOWABLE SHEAR IS: SUf RASKIN ENGINEERING, INC. Sa := S. = 555.21 plf -24 GA. SHEAR WALL DESIGN W/ SUPPORTS @ 30 0/C 117 I wa~ WAVAN A GTG Company war Leighton and Associates GEOTECHNICAL CONSULTANTS cç - 2 May 30, 2002 To: Carlsbad Self Storage, LLC 8149 Paseo Taxco Carlsbad, California 92009 Attention Mr. Terry Aston L Project No. 990072-003 Subject: Foundation Plan Review Letter, Building D, Carlsbad Self Storage, Carlsbad, California References: DeC Consultants, 2000, Soil Corrosivity, Letter Report Carlsbad Self Storage, DeC Project No. 003906, dated October 16, 2000. Leighton and Associates, Inc.,. 1999a, Preliminary Geotechnical Investigation, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot ii, Carlsbad, California, dated May 10, 1999. 1999b, Supplemental Site Exploration and Foundation Recommendations, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California. 2001, As-Graded Report of Rough, Fine and Post Grading Operations, Carlsbad Self Storage Facility, Corte del Cedro, Encinitas, California, Project No. 99072-002, dated July 5, 2001. Raskin Engineering, Inc., 2000, Foundation Plans for Carlsbad Self Storage, Carlsbad, California, Plan Sheets Si, SD-1, SD-3, SD-4, SD-5, and Untitled Foundation Plan, Job Number 00-20, dated 3-12-00. In accordance with your request, we have performed a review of the referenced structural foundation plans for the proposed Carlsbad Self Storage, Carlsbad, California. Our review was performed to identify potential conflicts with the intent of the, referenced geotechnical documents. Based on our review, we are of the opinion that the plans were prepared in general conformance with the intent of the referenced soils reports. 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com 990072-003 Plan Review Response Comments: Based on the seismic setting, Na and Nv values equal to 1 are appropriate. The structural engineer/architect should incorporate the recommendations of the corrosion engineer (DeC, 2000). Recommendations regarding preparation of the building pad should be implemented during construction (Leighton 1999a and 1999b). If you have any questions regarding our letter, please do not hesitate to be of service. We appreciate this opportunity to be of service. Respectfully submitted, ,4SSIo cot \ (/7 LEIGHTON AND ASSOCIATES, INC. \ t(I No. 5403 * Exp.12131 CIVIV Sean o, CE 54033 j ) Director of Engineering OF C Distribution: (2) Addressee (1) Esgil Corp, Attn: Mr. Ali Sadre 1 H. II&A : Man A GTG Company Leig)itön and Associates GEOTECHNICAL CONSULTANTS SUPPLEMENTAL SITE EXPLORATION AND FOUNDATION RECOMMENDATIONS, PROPOSED CARLSBAD SELF STORAGE, CORTE DEL CEDRO, LOT 11 OF MAP NO. 9744 CARLSBAD CALIFORNIA June 30, 1999 Project No. 990072-001 Prepared For: CARLSBAD SELF STORAGE, LLC 8149 Paseo Taxco Carlsbad, California 92009 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com IiL Leighton and Associates A GTG Company GEOTECHNICAL CONSULTANTS June 30, 1999 Project No. 990072-001 To: Attention Subject: Carlsbad Self Storage, LLC 8149 Paseo Taxco Carlsbad, California 92009 Mr. Terry Aston Supplemental Site Exploration and Foundation Recommendations, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California Introduction In accordance with your request and authorization, we have performed a supplemental exploration of the proposed Carlsbad Self Storage site. The purpose of this supplemental exploration was to assess limits of colluvial soils encountered during previous site exploration, investigate building pad, areas for cut/fill transition conditions, characterize the areal distribution of the upper clayey soils, and evaluate the geology of the existing westerly slope. Summary ofAdditional Field Work Subsurface exploration was performed on June 21, 1999. Our subsurface exploration consisted of the excavation of 15 trenches to approximate depths ranging from 4 to 10 feet below the existing ground surface. Trenching was performed using a Catepillar 710, rubber-tire backhoe equipped with a 24-inch bucket. Excavations were advanced throughout the proposed building pad area and at two locations within the westerly slope. The exploratory excavations were logged by a geologist from our firm. After logging, the excavations were backfilled. The approximate locations of the explorations are shown on Figure 1. Finding sand Conclusions Our observations made during this supplemental investigation were generally consistent with the I findings and conclusions contained in our preliminary geotechnical investigation (Leighton, 1999). The site is underlain by a blanket of undocumented artificial fill, engineered fill, colluvium/weathered Santiago Formation, and Santiago Formation. The approximate distribution of these units is depicted on I the attached Geotechnical Map (Figure 2). The extent of the geologic units shown on the figure has been modified from that shown in the preliminary geotechnical investigation. Brief descriptions of the onsite units encountered during this investigation are provided in the following sections. I I 3934 Murphy Canyon Road, #13205, San Diego, CA 92123-4425 I . (858)292-8030 • FAX (858) 292-0771 • www.leightongeo.com I 990072-001 I Undocumented Artificial Fill (Map Symbol - Afu) Undocumented artificial fill soils were encountered in all of the trenches within the existing graded I .pad area. The thickness of this unit varied from 2 to 4.5 feet in our excavations. These soils were observed in our borings to generally consist of loose to medium dense, clayey sand and soft to firm sandy clays. This unit is disturbed, is potentially compressible, and will require removal I . and recompaction in areas proposed to receive fill or other structural improvements. Based on visual characterization of the soil plasticity, these soils are generally believed to be moderately to highly expansive (expansion index between 50 - 130). Portions of these soils possess a very I high expansion potential and will require special design consideration if they are present within 5 feet of the finish pad grade. Expansive undocumented fills are not suitable for reuse as retaining . wall backfill. Artificial Fill Soils (Map Symbol - Afd) I Artificial fill soils were observed in the north and east existing slopes and below the undocumented fills in the easterly portion of the site. They were also encountered within the portion of the westerly slope situated on the east side of the existing paved access road. These I . ,.. soils consisted of reddish brown, moist, medium dense to dense, silty sands and clayey sands and stiff to very stiff sandy clays. These fill soils were apparently placed under the observation and testing of others (Robert Prater and Associates, 1981). .1 . . . These engineered fills are considered suitable for support of the proposed improvements and fills provided measures to mitigate expansion potential are addressed during design and construction. I Based on laboratory testing and field observations, the existing engineered fills and soils derived from cuts within this unit are generally expected to possess moderate to high expansion potential. Some very highly expansive soils of limited distribution are also anticipated. . . I .:........ Quaternary Colluvium (Map Symbol - Ocol) In creating the sheet-graded pad during previous rough grading, a transition from cut natural ...... . . materials to compacted fill was created. Along the transition zone, buried colluvial soils were encountered. The encountered colluvium consisted of brown silty sands with clay and abundant I . organics. These soils were found to be moderately to highly porous and are considered moderately to highly compressible. Therefore, colluvial soils will require removal. This unit is expected to extend 1 to 2 feet below the overlying fill materials within the zone of the previously I . . . created cut-fill transition zone (buried by subsequent placement of undocumented fills). The geotechnical map depicts the estimated limits of the colluvial soils (Figure 2). As indicated on the map, these deposits also extend beneath the engineered fills. Highly organic colluvial I . • materials, if encountered, are not suitable for reuse as compacted fill. Materials with negligible organics are considered suitable for reuse as compacted fill provided expansive characteristics I . are properly addressed. Based on the depth of these materials, we expected these soil will be excavated when performing overexcavation to mitigate the cut/fill transition conditions beneath the building pad areas of the proposed Buildings B and C. . i -2-Moon I I ' 990072-001 I ________ Tertiary Santiago Formation (Map Symbol - Tsa) Within the building pad, The Santiago Formation was observed to generally consist of massive to moderately bedded claystone with interbedded silty sandstone. The claystone encountered consisted I primarily of gray to red-brown, moist, very stiff to hard, sandy claystone that was fissile to indistinctly bedded and contained calcium carbonate, fossilized marine shells, and iron oxide staining. The sandstone encountered within the westerly slope and interbedded beneath the pad area I consisted of olive-brown to red-brown, moist, dense, slightly clayey to clayey sandstone. The upper 12 to 18 inches of the Santiago Formation in existing cut areas may be weathered, porous and potentially compressible. If encountered during grading operations, this weathered material should be removed and recompacted in areas of proposed fill or other improvements. These materials are generally expected to exhibit moderate (sandstone) to very high expansion characteristics (claystone). Geologic Structure Based on our field observations, the onsite geologic units generally consist of massive claystone and sandstone units with bedding attitudes within a few degrees of horizontal. Localized steeper bedding which can be attributed to cross bedding can be observed in areas. Observations within the westerly I ' slope, west of the paved access road, revealed favorable bedding inclination dipping slightly into slope. Treatment of Transition Conditions From review of the conceptual grading plan (Masson & Associates, 1999), the proposed configuration of I . the site is expected to create a transition from cut to fill materials beneath Buildings A, B, and C. Based - on the anticipated transition condition, we recommend the cut portions of areas within the building pads ,be overexcavated to a minimum depth of 4 feet below the bottoms of proposed foundations and replaced I with properly compacted fill. .The overexcavation should laterally extend at least 5 feet beyond the building pad area and all associated settlement-sensitive structures. If cut to fill transitions occur during site grading under other buildings, these areas should also be overexcavated on the cut portion. Expansive Soils Based on the areal distribution of highly expansive soils on the site and from conversations' with the developers, we understand the building pad areas will be graded such that highly expansive soils will be reused as compacted fill within 5 feet of the proposed building pads. Of the foundation systems discussed in Option 3 on page 15 of the preliminary geotechnical investigation report (Leighton, 1999), ,we understand design of the storage building using a mat type foundation with conventional perimeter footing is preferred II I 1 -3- I I 990072-001 Combination Shallow Spread Footing- and Mat Foundation System Foundations and slabs should be designed in accordance with structural considerations and the following I recommendations. These recommendations assume that the soils encountered within 5 feet of pad grade have a medium to high potential for expansion. If very highly expansive soils are encountered and selective grading cannot be accomplished, additional foundation design may be necessary. Shallow Spread Footings Foundations I The proposed structures may be supported by conventional, continuous perimeter, or isolated spread footings. Footings should extend a minimum of 24 inches beneath the lowest adjacent I .finish grade. At these depths, footings founded in properly compacted fill soils may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. Footings should be designed in accordance with the structural engineer's requirements and have a minimum reinforcement of four No. 5 I reinforcing bars (two top and two bottom). We recommend a minimum horizontal setback distance of 10 feet from the face of slopes for all structural footings and settlement-sensitive structures. This distance is measured from the I outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall). I Mat Foundation A soil modulus of 100 pounds per cubic inch is recommended for design of the mat foundation. I Additionally, the pressure exerted by the mat on the underlying soil should be limited to 1000 pounds per square foot. Mat foundation reinforcement and thickness should be designed by the project structural engineer to accommodate structural considerations. As a minimum, the slab- on-grade should be at least 6 inches thick and be reinforced with No. 5 rebars 16 inches on center, each way, placed at mid-height in the slab. We expect increased thickness and reinforcement will be required to accommodate the structural design. More stringent structural I .reinforcing requirements (e.g. top and bottom reinforcement) shall supercede the minimum steel and positioning recommendations outlined above. Slabs should be underlain by a 4-inch layer of clean sand or clean crushed gravel. If reduction of moisture migration up through the slab is desired, the upper 2 inches of sand or gravel layer should be underlain by a visqueen moisture I barrier underlain by the remaining 2 inches of sand or gravel. Any control joints provided across the slab should be designed by the project architect. I The potential for slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack-sensitive floor covering is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. If structural loads, heavy vehicle or equipment loading is proposed for the slabs, greater thickness and increased reinforcing may be required. I I I 990072-001 I Settlement The recommended allowable-bearing capacity is based on a maximum total and differential I settlement of 1 inch and 3/4 inch, respectively. Since settlements are a function of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns or walls where a large differential loading condition exists. I We recommend the upper 24 inches of subgrade soils beneath the mat foundation be pre-soaked I to a moisture content 140 percent of the laboratory determined optimum moisture content. Lateral Earth Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are I .recommended for walls backfilled with very low to low expansion potential material. Select material should be used within the zone defined by a 1:1 plane extend up from the base of the wall. Static Equivalent Fluid Weight (pcf) Conditions Level [ 2:1 Slope Active 35 55 At-Rest 55 65 Passive 250* (Maximum of 3 ksf) 150 (sloping down) Unrestrained (yielding) cantilever walls up to 10 feet in height should be designed for an active equivalent pressure value provided above. In the design of walls restrained from movement at the top I .(nonyielding) such as basement walls, the at-rest pressures should be used. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting I from automobile traffic may be assumed to .be equivalent to a uniform pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). I .Surcharge from heavy moving trucks can be analyzed by this office once design traffic . loads are determined. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accommodate behind walls. A typical drainage design is contained in Appendix E on the I preliminary geotechnical investigation (Leighton, 1999). Lateral soil resistance developed against lateral structural movement can be obtained from the passive I .pressure value provided above. For sliding resistance, the friction coefficient of 0.33 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided the passive portion does not exceed two-thirds of the total resistance. I . Iu&A -5-NUNN I . . 990072-001 I Additional Recommendations The preliminary geotechnical investigation (Leighton, 1999) provides additional recommendations I . . relevant to the proposed project design, planned grading, and proposed construction. Limitations The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by I necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton has the opportunity to observe the subsurface conditions during grading and construction to confirm that our preliminary findings are representative for the site. I If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. 6 Attachments: Figure 1 - Geotechnical Map I Appendix A - References Appendix B - Trench Logs I Distribution: (3) Addressee I I I I Respectfully submitted, ,FESSIO* LEIGHTON AND AS S, . COt U LLI NO. 54033 EXR_ii/1,fl Sean ' -7 - Senior Project Engineer - C V Michael Stew?tG 1349 Vice President/Principal Geologi4 E 1349 Ced En - AM Nd Afu PROPOSED' t BLDG. D 7' .. RI VE W4 y I TR9 . . ' I B L!TR1O TP-12 TP-1 .1 - . I, CO B-4 . . 0 I P-8 BLDG. C TF-14 . •.'. BLDG. B . I Tsa 00 0 TF7 0000.. 90 . . Tsa . • • • •••••%• .. - .• . •• . • • TP-6 - • . •• J ' I . • -I • -. \ :Afd . AN . 00 00 00 •..•TR4 00 •.,." Af 4 T-5 7 I Qcol : •:• 00 P-2 •'.0 0 00 ,_. BLDG.A •4/ . I •• •• u I ...0 00 T . - - \ -\•.. AM . ..: ,/' LEGEND . .. GEOLOGIC CONTACT (DASHED WHERE - TF-3 / APPROXIMATE, DOTTED WHERE BURIED) B-4 APPROXIMATE LOCATION OF . G E 0 GEOTECHNICAL BORING 0 Lot 11 - C AN UNDOCUMENTED FILL (I:) - ARTIFICIAL FILL, DOCUMENTED V - -(CIRCLED WHERE BURIED) PROJECT No. 0 0 . QcoI COLLUVIUM (CIRCLED WHERE BURIED) SCALE ENGR. NORTH DRAFTED By - - isa TERTIARY SANTIAGO FORMATION i DATE - 0 . (CIRCLED WHERE BURIED) - . - Leighton and I- I . -- J I 1 . i . I I * 990072-001 I APPENDIX A REFERENCES I * Masson & Associates, Inc., 1999, Site Plan for Carlsbad Self Storage, Lot 11 of Map No. 9744, City of I Carlsbad, Sheet 3 of 3, dated May 5, 1999. * Leighton and Associates, Inc., 1999, Preliminary Geotechnical Investigaiton, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California, dated May 10, 1999. I I I I 1* • I I I I I I I: I i Al lil B ENCH NO.: TP-1 Project Name: Carlsbad Self Storage Logged by: JD Project-Number: 990072-001 : Elevation: 271 Feet Equipment: Cat 710 Location: ENGINEERING PROPERTIES USCS Sample No. Moist. () Density (pcf) GEOLOGIC ATTITUDES . DATE: 6/21/99 DESCRIPTION: GEOLOGIC UNIT UNDOCUMENTED FILL A 0': Brown and orange-brown, slightly moist, loose, clayey . fine SAND, with roots, wood and concrete fragments WEATHERED SANTIAGO FORMATION ' B 2.5': Dark olive-green/brown, moist, stiff, weathered CLAYSTONE, with roots and oxidation staining Udf Tsa SC CH GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- I I I I I I I I I liii I I I I I I I I I I I I I II Ii•i 1pIbL LLIJ )/I - - - - - - - - - . - - - - - - TOTAL DEPTH AT 5.5 FEET NO GROUND WATER - ENCOUNTERED BACKFILLED: 6/21/99 I - - - - - - - - - - - - - - - - - - - LOG OF TRENCH NO.: TP-2 .Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 2.77 Feet Equipment: Cat 710 . Location: Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: . UNIT USCS No. () (pcf) UNDOCUMENTED FILL Udf A @ 0': Brown, gray and red-brown—dry to slightly moist, SM/SC loose, silty and clayey fine SAND with trash, gravel, wood and organic matter SLOPEWASH/COLLUVIUM , Qsw/col B @4.5': Light orange-brown, moist, loose, silty very fine SM SAND, porous, with minor roots and organic matter WEATHERED SANTIAGO FORMATION Tsa C @ 5.5': Olivebrown and orange-brown, moist, weathered CH CLAYSTONE, porous, minerals D @ 6': Becomes less porous, more competent GRAPHIC REPRESENTATION , . SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- I.II 'I liii II'IIIIII liii III'I IIIIIIII liii IIII_ • - - ______ - - TOTAL DEPTH AT 7 FEET - . C - - NO GROUND WATER - • - - ENCOUNTERED • - - D - - BACKFILLED: 6/21/99 - (7 C 1 'a -a C Cc C LOG OF TRENCH NO.:TP-3 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number:: 990072-001 Elevation: 275 Feet Equipment: Cat 710 Location: Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: , UNIT USCS No: () (pcf) ARTIFICIAL FILL Af A @ 0': Orange-brown, brown and light brown, moist, medium SC dense to dense, clayey fine SAND GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 2:1 TREND: = I I I I I I I I I I 4-1 I I I H I_ I I I 1 I I I I I II • - - - TOTAL DEPTH AT 6 FEET - - - - - - NO GROUND WATER - - - ENCOUNTERED - - - - - - BACKFILLED: 6/21/99 - C, C -1 ) 'S 1 C N. (C C -I - - - - - - - - - - - - - - -. - -, - - . LOG OF TRENCH NO.:TP-4 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 270 Feet Equipment: Cat 710 Location: Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 6/21/99 ' DESCRIPTION: UNIT USCS No.., () (pci) UNDOCUMENTED FILL ' . Udf A' @ 0': Brown, gray and orange-brown, dry to moist, loose, SM/SC silty/clayey fine SAND' ARTIFICIAL FILL Af B @ 2': Light orange-brown and .gray, moist, medium dense, SM/SC silty/clayey fine SAND WEATHERED SANTIAGO FORMATION . Tsa C @ 5': Dark brown, olive-brown, moist,.4 hard CLAY CL D @ 6': Maroon red-brown,moist, medium dense, clayey fine SAND SC GRAPHIC REPRESENTATION SCALE: 1" =5' SURFACE SLOPE: -- TREND: -- - TOTAL DEPTH AT 7 FEET - NO GROUND WATER - 0 ENCOUNTERED D BACKFILLED 6/21/99 C -I C Cc C (7 C -J 1 C (C C LOG OF TRENCH NO TP-5 Project Name: Carlsbad Self Storage Project Number: 990072-001 Logged by: JD . Elevation: 280? Feet ENGINEERING PROPERTIES Equipment: Cat 710 - . -Location:-- Sample Moist. Density GEOLOGIC . . GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) SANTIAGO FORMATION . Tsa A @ 0':' Light brown and orange-brown, dry to moist, dense, SM silty fine SANDSTONE, bedding slightly inclined into. slope . GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: 2:1 TREND: -- :.- I -- __ .._._••._ . - TOTAL DEPTH AT 5 FEET - . . NO GROUND WATER • . - - - ENCOUNTERED BACKFILLED: 6/21/99 (1 C 0 -1 C (C C LOG OF TRENCH NO.: TP-6 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES. Project Number: 990072-001 Elevation: 270.5 Feet Equipment: —Cat 710 * Location: Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) UNDOCUMENTED FILL Udf A @ 0': Light brown, gray and orange-brown, dry, loose, clayey SC fine SAND with concrete, gravel, wood and trash ARTIFICIAL FILL . Af B @ 4': Orange-brown, light brown and gray, moist, medium dense, SC clayey fine SAND SLOPEWASH/COLLUVIUM , Qsw/col C @ 6': Light orange-brown, moist, loose, silty very fine SAND, SM porous, with minor roots and organics 0 @ 7.5': Orange-brown, moist, stiff, sandy CLAY, porous CL WEATHERED SANTIAGO FORMATION E @ 8': Olive-brown, moist, hard, CLAY Tsa CH GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- - .. . . rA r . -- ., - - - - .- - - TOTAL DEPTH AT 8.5 FEET- NO GROUND WATER ENCOUNTERED D BACKFILLED: 6/21/99 E LOG OF TRENCH NO.: TP-7 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 270.5 Feet Equipment: Cat 710 Location: Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: . . UNIT USCS No. () (pcf) UNDOCUMENTED FILL Udf A @ 0': Light brown and gray, dry, loose, clayey fine SAND, with SC roots organics, gravel and wood fragments ARTIFICIAL FILL Af B @ 3': Orange-brown, gray, light brown, maroon brown and SC/SM brown, moist, medium dense, clayey/silty fine SAND GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- - - 1. '-• ,',. . /. /\ TOTAL DEPTH AT 8 FEET - NO GROUND WATER - - - - ENCOUNTERED - -. - BACKFILLED: 6/21/99 - Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 270 Feet Equipment: Cat 710 - . Location: -.. Sample Moist. Density GEOLOGIC S GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) UNDOCUMENTED FILL S . Udf A @'0': Light orange-brown, gray and light brown, dry, loose, SC clayey fine SAND, abundant thick roots/organic matter and base ARTIFICIAL FILL Af B @ 4.5': Orange -brown, gray and light brown, moist, medium SC dense, clayey fine SAND . GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: - TREND: -- I 1 I I I I I I * I I I I I II I II,I I - L I I I I I I I I I I I I I I - - I I II '•, . - - ®.' •.. 7 TOTAL DEPTH AT 8 FEET NO GROUND WATER ENCOUNTERED BACKFILLED:6/21/99' 0 C -J C (C C H LOG OF TRENCH NO.:TP-8 - - - - - - - - - - - - - - - - - - LOG OF TRENCH NO TP-9 Project Name: Carlsbad Self Storacie Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 270 Feet Equipment: -- Cat 710 . - Location: - Sample Moist. Density GEOLOGIC GEOLOGIC ATTITUDES DATE: -6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) UNDOCUMENTED FILL . Udf . A @ 0': Brown, light brown, orange-brown and gray, moist, . SC/CL loose/soft, clayey SAND and sandy CLAY ARTIFICIAL FILL . Af . B @ 4': Orange-brown, brown and gray, moist, clayey fine SAND GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- KA - TOTAL DEPTH AT 5 FEET - NO GROUND WATER ENCOUNTERED - . - - - - BACKFILLED: 6/21/99 LOG OF TRENCH NO.:TP10 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Number: 990072-001 Elevation: 269.5 Feet Equipment: Cat 710 V Location: Sample Moist. Density GEOLOGIC . . GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: . . UNIT USCS No. () (pcf) UNDOCUMENTED FILL Udf A @ 0': Brown, light brown and gray, dry, loose, clayey fine SC SAND ARTIFICIAL FILL Af B @.4': Dark orange-brown and orange-brown, moist, medium dense, , SC clayey fine SAND - - GRAPHIC REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- - I I I .1 I I I •I I .1 I - I I I I I I I I I I I I) I - - I I I I I 1 I I ' I I I • I - - --f -. '. ./\- .....•_V'/•_7_ --. - - -- UA -- . - - -- . ' V - - - V -- -- - - - TOTAL DEPTH AT 4 FEET - NO GROUND WATER ENCOUNTERED BACKFILLED: 6/21/99 - a C C C' C r CD (a -S 0 0) In 0 0 -I CD In ---------- --- - - - : - LOG OF TRENCH NO TP-11 Project Name: Carlsbad Self Storage Logged by: JD ENGINEERING PROPERTIES Project Numbet': 990072-001 . Elevation: 268.5 Feet Equipment: Cat 710 Location: Sample Moist. Density GEOLOGIC . .. GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: . UNIT USCS No. (2) (pcf) UNDOCUMENTED FILL . . Udf A @ 0': Brown, grayish brown and orangish brown, dry, loose, SC clayey fine SAND . . . ARTIFICIAL FILL Af B @ 4': Olive gray-brown, orange-brown, moist, medium dense, SC/CL clayey fine SAND and firm to stiff, sandy CLAY GRAPHIC. REPRESENTATION SCALE: 1" = 5' SURFACE SLOPE: -- TREND: -- I I .1. I I I II I I I I I II I I I TOTAL DEPTH AT 4. FEET - NO GROUND WATER ENCOUNTERED - . - - - - - BACKFILLED: 6/21/99 a C C C' C Project Name: Carlsbad SelfStoracje Logged by: JD . ENGINEERING PROPERTIES Project Number: 990072-001 - -Elevation: - 266 Feet Equipment: Cat 710 Location: Sample Moist. Density GEOLOGIC . . . . . GEOLOGIC ATTITUDES .DATE: 6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) UNDOCUMENTED FILL Udf A @ 0': Brown, orange-brown and olive-brown, dry to moist, . SC loose to medium dense, clayey fine SAND • ARTIFICIAL FILL . Af B @ 3.5': Olive-brown, brown and orangebrown, moist, medium SC/CL - dense., clayey-fine SAND and firm to stiff, sandy. • . CLAY . . . GRAPHIC REPRESENTATION • SCALE: 1" = 5' SURFACE SLOPE: - - TREND: -- i i I I I I I I I I liii I I I I I I I I I I I I I lI:\l._•,_•_I I I•,••_\ ••__ I I,•_ ::•_____.:!___I_•I - . - - - - TOTAL DEPTH AT 5 FEET - - NO GROUND WATER - • . ENCOUNTERED - . - - - BACKFILLED: 6/21/99 ----- - - - - - - - - - --- * LOG OF TRENCH NO.:TP-12 - - - - - —. - - - - - - —. - - - - - LOG OF TRENCH NO TP-13 Project Name:- Carlsbad Self. Storage - Logged by: -JD ENGINEERING PROPERTIES Project Number: 990072-001 E1evãtion: 268.5 Feet Equipment: Cat 710 Location:- Sample Moist. Density GEOLOGIC GEOLOGIC :ATTITUDES DATE: 6/21/99 DESCRIPTION: UNIT USCS No. ()' (pcf) UNDOCUMENTED FILL Udf A. @ 0': Brown, orange-brown and gray, dry, loose, cláyey fine SC SAND, with concrete, gravels and organic fragments ARTIFICIAL. FILL Af B @ 4': Olive-brown, oange-brown and dark brown, moist, medium . SC/CL -' dense, clayey fine SAND and firm to stiff, sandy CLAY GRAPHIC REPRESENTATION- SCALE: 1" = 5' . SURFACE SLOPE: -- TREND: 'I I I I TOTAL DEPTH AT 5 FEET - NO GROUND WATER ENCOUNTERED - - - - - BACKFILLED 6/21/99 0) RENCH NO..: TP-14 Project Name: * Carlsbad Self Storage Logged by: JD Project Number: 990072-001 Elevation: 270 Feet Equipment: Cat 710. Location: * ENGINEERING PROPERTIES Sample Moist. Density GEOLOGIC . GEOLOGIC ATTITUDES DATE: 6/21/99 DESCRIPTION: UNIT USCS No. () (pcf) UNDOCUMENTED FILL A @ 0': Gray-brown,-brown and orange-brown, dry, loose, cl'ayey fine SAND, with gravel, wood and organic fragments ARTIFICIAL FILL . B @ 3.5': Olive-brown, brown and orange-brown, moist, medium dense,. clayey fine SAND, and firm to stiff, sandy CLAY Udf' Af SC SC/CL GRAPHIC REPRESENTATION SCALE: 1" 5' SURFACE SLOPE: -- TREND: -- a liii I,,.I*.It till itLi liii liii liii liii liii - I,1J-1 TOTAL DEPTH AT 5 FEET' - - - B - NO GROUND WATER * ' ENCOUNTERED BACKFILLED: 6/21/99 - i - eighton L 14 and Associates I - GEOTECHNICAL CONSULTANTS I I - r I I I I - I V I - - - - - I- AT 1 - 196i- 2001 •- 1 - --. I MANN 1 i A GTG Company 1 I I I I I I I H I H I H 1 • I Leighton and Associates GEOTECHNICAL CONSULTANTS PRELIMINARY GEOTECHNICAL INVESTIGATION, PROPOSED CARLSBAD SELF STORAGE FACILITY, CORTE DEL CEDRO, LOT 11, CARLSBAD, CALIFORNIA Project No. 990072-001 May 10, 1999 Prepared For CARLSBAD SELF STORAGE 8149 Paseo Taxco Carlsbad, California 92009 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 1 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com Ii_ ____________ Leighton and Associates down AGTGCompany GEOTECHNICAL CONSULTANTS May 10, 1999 Project No. 990072-001 To: Carlsbad Self Storage 8149 Paseo Taxco Carlsbad, California 92009 Attention: Mr. Terry Aston Subject: Preliminary Geotechnical Investigation, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California In accordance with your request and authorization, we have conducted a preliminary geotechnical investigation for the proposed Carlsbad Self Storage facility. Based on the results of our study, it is our opinion that the site can be improved to receive the proposed improvements. The significant geotechnical constraints include expansive, compressible, and corrosive soils. The accompanying report presents a summary of our current investigation and provides geotechnical conclusions and recommendations relative to the proposed site development. If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted OFESS/0 I NO.54033 1I k p• ii/iifr/JJ JAD/SACIMRS Distribution: (4) Addressee Michael R. Stewa CEG 1349 (Exp. 12/31 Vice President/Principal Geologist ,4 1' No. 1349 I Certified Engineering Geologist *9 Of V V 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com I 980200-001 I TABLE OF CONTENTS I Section FAge I 1.0 INTRODUCTION ................................................................................................................................................I 1.1 PURPOSE AND SCOPE .................................................................. 1.2 SITE LOCATION AND DESCRIPTION .................................................................................................................3 I 1.3 PROPOSED DEVELOPMENT ..............................................................................................................................3 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING..............................................................4 I . 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS ........................................................................................5 3.1GEOLOGIC SETTING.........................................................................................................................................5 3.2 SITE-SPECIFIC GEOLOGY ................................................................................................................................. 5 I 3.2.1 Undocumented Fill (Map Symbol Af) .................................................................................................. 5 3.2.2 Artificial Fill Soils (Map Symbol— Afd) ................................................................................................ 6 3.2.3 Quaternary Colluvium (Map Symbol - Qcol) ........................................................................................ 6 3.2.4 Tertiary Scripps Formation (Map Symbol— Tsc) .............................._ .................................................6 3.3 GEOLOGIC STRUCTURE ...................................................................................................................................7 I . 3.4 LANDSLIDING..................................................................................................................................................7 -3.5 SURFACE AND GROIJND WATER......................................................................................................................7 4.0 FAULTING AND SEISMICITY.........................................................................................................................8 I 4.1 FAULTING........................................................................................................................................................8 4.2 SEISMICITY ...................................................................................................................................................... 8 4.2.1 Lurching and Shallow Ground Rupture ................................................................................................. 9 4.2.2 Liquefaction and Dynamic Settlement..................................................................................................9 4.2.3 Tsunamis and Seiches.........................................................................................................................10 5.0 CONCLUSIONS .................................................................................................................................................. 11 6.0 RECOMMENDATIONS....................................................................................................................................13 I - 6.1 EARTHWORK .................................................................................................................................................. 13 6.1.1 Site Preparation .................................................................................................................................. 13 I . . 61.2 Excavations and Oversize Material....................................................................................................13 6.1.3 Fill Placement and Compaction ........................................................................................................... 14 6.1.4 Removal of Unsuitable Soils...............................................................................................................14 6.1.5 Transition Lots....................................................................................................................................14 I . 6.1.6 Expansive Soils, Selective Grading and Lime Treatment ...................................................................15 6.2 SLOPE STABILITY .......................................................................................................................................... 16 6.2.1 Deep-Seated Stability .......................................................................................................................... 16 6.2.2 Surficial Slope Stability ....................................................................................................................... 16 I '.. • I. I: 980200-001 1 TABLE OF CONTENTS (CONTINUED) U, ' 6.3 SURFACE DRAINAGE AND EROSION ..............................................................................................................17 6.4 CONVENTIONAL FOUNDATION AND SLAB CONSIDERATIONS ........................................................................17 I .. 6.4.1 Shallow Spread Footings Foundations...............................................................................................17 6.4.2 Floor Slabs..........................................................................................................................................18 6.4.3 Settlement ............................... ............................................................................................................. 18 I 6.5 POST-TENSIONED FOUNDATION SYSTEM ......................................................................................................19 6.6 MAT FOUNDATION........................................................................................................................................20 6.7 LATERAL EARTH PRESSURES ........................................................................................................................20 6.8 GEOCHEMICAL CONSIDERATIONS .................................................................................................................21 I 6.9 PRELIMINARY PAVEMENT DESIGN ................................................................................................................. 21 6.10 CONSTRUCTION OBSERVATION.....................................................................................................................22 I 6.11 PLAN REVIEW ............................................................................................................. .................................. 7.0 LIMITATIONS...................................................................................................................................................23 22 Table I ' Table I - Seismic Parameters for Active Faults - Rear of Text Figures Figure 1 - Site Location Map - Page 2 I Figure 2— Geotechnical Map - Rear of Text Appendices Appendix A - References I Appendix B - Boring Logs Appendix C - Laboratory Data Analysis Appendix D - Seismic Analyses I Appendix E - General Earthwork and Grading Specifications Appendix F - Slope Stability Analysis I , I' I I. I 990072-001 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our geotechnical investigation for the proposed Carlsbad Self I ' Storage facility to be situated within Lot 11 of City of Carlsbad Tract No. 79-14. The purpose of our investigation was to identify and evaluate the existing significant geotechnical conditions present at the site and to provide preliminary conclusions and geotechnical recommendations relative to the proposed development. Our scope of services included: I . Review of available pertinent, published and unpublished geotechnical literature and maps. References cited are listed in Appendix A. - Field reconnaissance of the existing onsite geotechnical conditions. Subsurface exploration consisting of the excavation, logging, and sampling of four borings. The logs of borings are presented in Appendix B. Laboratory testing of representative soil samples obtained from the subsurface exploration program. Results of these tests are presented in Appendix C. Compilation and analysis of the geotechnical data obtained from the field investigation and I -' • laboratory testing. Preparation of this report presenting our findings, conclusions, and geotechnical I . recommendations with respect to the proposed design site grading and general construction considerations. I , Mown I - I .:. I I I -1- __ \L---- (\/"<ORION OFD 7 ()4 )J u!—c' - \/ >' (o I PROJECT . I. SITE 0od 0 U0GC' B CORTE DE LA F A coo - (9 LASFALM 4 SIA LAOST uj ( • NORTH 10 UGA PIM DA rlAr: inomas uros. (jeofrLnaerror - Windows, San Diego County, 1995, Page 1127 0 2000 4000 - . APPROXIMATE SCALE IN FEET Carlsbad Self Storage SITE' PROJECT No. Lot 11-City of Carlsbad LOCATION, 990072-001 ftJ Corte del Cedro DATE Carlsbad, California MAP May 1999' FIGURE No. 1 I 990072-001 1.2 Site Location and Description The site is located north of the northern terminus of Corte del Cedro, in Carlsbad, California (Figure 1, page 2). The proposed development will occur within Lot 11 of the City of Carlsbad Tract No. 79-14. The roughly triangular-shaped site consists of a previously mass-graded building pad with a paved access road along the western margin. The site is bounded by an I : ..undeveloped mass-graded building pad to the west, by the parking lot of an existing commercial business park to the east, and by Palomar Airport Road and the County of San Diego Animal Shelter to the north The majority of the site is sparsely covered with weeds and grasses, with I some landscaped areas along the perimeter of the site :. Topographically, the site consists of a gently sloping sheet-graded pad with slopes along the I three sides. The slope along the west property boundary rises approximately 25 feet at Corte del Cedro (south) and approximately 30 feet at Palomar Airport Road (north). The slope turns to the west along the north property boundary and transitions to a descending slope along the easterly I two-thirds of the north property boundary. The slope along the easterly portion of the north boundary and the east boundary slope descend up to 20 feet from the existing pad grade. Elevations range within the site from approximately 300 feet mean sea level (msl) in the northwest corner of the property to approximately 250 feet msl along the easterly side of the site. Surface drainage is controlled on the site by concrete-lined brow ditches and storm drains on the site. 1.3 Proposed Development It is our understanding that the proposed development will include the grading for and construction of four new three-story storage buildings. The buildings are identified as Buildings I ,. A, B, C, and D on Figure 2 at the rear of this text. The lower level of Buildings A, B, and C will be partially buried. This configuration will provide ground-level access to the first and second floors on opposite sides of Buildings A, B, and C. Building D will have ground-level access to I . the first floor only. Associated concrete flatwork, driveways, and landscaping are also anticipated as part of the development. Per conversations with the project architect, we understand the three retaining sides of the lowest levels will be of masonry block construction. The upper two levels and remainder of the lower level will be structural steel frame. The lower I level floor will be slab-on-grade. I I I I i I1L I H I 990072-001 I 2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING I Subsurface exploration was performed on April 16, 1999. Our subsurface exploration consisted of the excavation of four borings to approximate depths of 15 to 35.5 feet below the existing ground surface. The purpose of these excavations was to evaluate the physical characteristics and engineering properties I of the onsite soils pertinent to the proposed development. The excavations allowed evaluation of the .........soils to be encountered at foundation elevations in proposed cut areas, the general nature of the onsite soils for use as compacted fills, evaluation and measurement of the previously placed fill soils, and I provided representative samples for laboratory testing The exploratory excavations were logged by a geologist from our firm Representative bulk and relatively undisturbed (drive cylinder) samples were obtained at frequent intervals for laboratory testing. The approximate locations of the explorations are shown on Figure 2 After logging and sampling, the excavations were backfilled. I Laboratory testing was performed on representative samples to evaluate the moisture, density, hydrocollapse potential, maximum density, R-value, and expansion potential. Geochemical screening of the subsurface soils was also performed. A discussion of the laboratory tests performed and a summary Of the laboratory test results are presented in Appendix C In-situ moisture and density test results are provided on the boring logs (Appendix B) I i I I I I -i It I I I I n I I 990072-001 3.0 SUMMARY OF GEOTECHNICAL CONDITIONS 3.1 Geologic Setting The site is located in the coastal section of the Peninsular Range Province, a geomorphic province with a long and active geologic history throughout Southern California. Throughout the last 54 million years, the area known as "San Diego Embayment" has undergone several episodes of marine inundation and subsequent marine regression, resulting in the deposition of a thick sequence of marine and nonmarine sedimentary rocks on the basement rock of the Southern California batholith. Gradual emergence of the region from the sea occurred in Pleistocene time, and numerous wave- cut platforms, most of which were covered by relatively thin marine and nonmarine terrace deposits, formed as the sea receded from the land. Accelerated fluvial erosion during periods of heavy rainfall, coupled with the lowering of the base sea level during Quaternary times, resulted in the rolling hills, mesas, and deeply incised canyons which characterize the landforms we see in the general site area today. 3.2 Site-Specific Geology Based on our subsurface exploration and review of pertinent geologic literature and maps, the bedrock unit underlying the site consists of the Tertiary Santiago Formation. Undocumented Fill, Artificial Fill, and Colluvium were encountered on the site. A brief description of the geologic units encountered on the site is presented below. Geologic contacts between the units are mapped on Figure 2. 3.2.1 Undocumented Fill (Map Symbol Af A layer of undocumented fill overlies the building pad area of the site. The thickness of this unit varied from 3.5 to 4.0 feet in our excavations. This soil unit is suspected to have been imported to the site during the development of nearby properties. The thickness of this unit varied from 3.5 to 4.0 feet in our excavations. These soils were observed in our borings to generally consist of loose to medium dense, silty sands, clayey sand and soft to firm sandy clays. This unit is disturbed, is potentially compressible, and will require removal and recompaction in areas proposed to receive fill or other structural improvements. Portions of these soils possess a very high expansion potential and will require special design consideration where they are present within 5 feet of the finish pad grade. Expansive undocumented fills are not suitable for reuse as retaining wall backfill. 0 990072-001 3.2.2 Artificial Fill Soils (Map Symbol—Afd) Artificial fill soils were observed in the north and east existing slopes and below the undocumented fills in the easterly half of the site. These soils consisted of reddish brown, moist, medium dense to dense, silty sands and clayey sands and stiff to very stiff sandy clays. These fill soils were placed under the observation and testing of others (Robert Prater and Associates, 1981). These engineered fills are considered suitable for support of the proposed improvements and fills provided measures to mitigate expansion potential are addressed during design and construction. Based on laboratory testing and field observations, the existing engineered fills and soils derived from cuts within this unit are expected to possess moderate to very high expansion potential. 3.2.3 Quaternary Colluvium (Map Symbol - Ocol) In creating the sheet-graded pad during previous rough grading, a transition from cut natural materials to compacted fill was created. Along the transition zone, buried colluvial soils were encountered. The encountered colluvium consisted of brown silty 'sands with clay and abundant organics. These soils were found to be highly porous and are considered highly compressible. Therefore, colluvial soils will require removal. This unit is expected to extend 2 to 4 feet below the overlying fill materials within the zone of the previously created cut-fill transition zone (buried by subsequent placement of undocumented fills). The geotechnical map depicts the estimated limits of the colluvial soils (Figure 2). As indicated on the map, these deposits may also extend beneath the engineered fills. Highly organic colluvial materials are not suitable for reuse as compacted fill. Materials with negligible organics are considered suitable for reuse as compacted fill provided expansive characteristics are properly addressed. I I ' I . I I I 1. 3.2.4 1 Tertiary Santiago Formation (Map Symbol— Tsa) The Santiago Formation was observed to generally consist of massive to moderately bedded claystone with interbedded silty sandstone. The claystone encountered consisted primarily of gray to' red-brown, moist, very stiff to hard, sandy claystone that was fissile to indistinctly bedded and contained calcium carbonate, fossilized marine shells, and iron oxide staining. The sandstone consisted of olive-brown to red-brown, moist, dense, slightly ' clayey to clayey sandstone. The upper 12 to 18 inches of the Santiago Formation in existing cut areas may be weathered, porous and potentially compressible. If encountered during grading operations, this weathered material should be removed and recompacted in areas of proposed fill or other improvements. - 990072-001 3.3 Geologic Structure Based on our field observations, the onsite geologic units generally consist of massive claystone and sandstone units with bedding attitudes within a few degrees of horizontal. Localized steeper bedding which can be attributed to cross bedding can be observed in areas. Based on our field explorations and a review of published geologic maps of the site and vicinity, no faults have been mapped or were encountered on or adjacent to the site. The significance of faults is discussed in the following section on Faulting and Seismicity. Landsliding No ancient landslides have been mapped on the site and no evidence of landsliding was observed during our site investigation. 3.5 Surface and Ground Water Surface water may also drain as sheet flow in the higher portions of the site during rainy periods and accumulate in lower portions of the site. Ground water was not observed during our investigation, however ground water levels will fluctuate during periods of high precipitation. Ground water is not expected to impact the proposed development if the recommendations regarding drainage outlined in this report are implemented. I 990072-001 4.0 FAULTING AND SEISMICITY j 4.1 Faulting Our review of available geologic literature (Appendix A) indicates that there are no known major I or active faults on or in the immediate vicinity of the site. The nearest active regional fault is the Rose Canyon Fault Zone located approximately 7 miles west of the site. I 4.2 Seismicity I .The site can be. considered to lie within a seismically active region, as can all of southern California. Site specific evaluation of the earthquake hazard was performed using a deterministic and a probabilistic approach. A summary of our deterministic evaluation is provided in Table 1. I I. 'I' L Ii I ii Table 1 Seismic Parameters for Active Faults (Blake, 1996 and 1998, CDMG, 1996) Maximum Credible Earthquake Distance Moment Peak Ground Acceleration Fault from Fault to Magnitude (g) Site (Miles) Rose Canyon 7 6.9 0.54 Newport- Inglewood 9 6.9 041 Coronado Bank- Aqua Blanca 22 7.4 0.23 Elsinore- 23 7.1 0.19 Julian Based on a deterministic approach, Table 1 presents the peak ground acceleration that we predict could be produced by the maximum credible earthquake. The maximum credible earthquake is ' I . defined as the maximum event that a fault is capable of producing considering the known tectonic setting. Site-specific seismic parameters reported are the distances to the causative faults, earthquake magnitudes, and expected peak ground accelerations. As indicated in Table 1, the I . - Rose Canyon fault zone is considered to have the most significant affect at the site from a design - standpoint. The maximum credible earthquake is expected to produce a peak ground surface - acceleration at the site of 0.54g. The Rose Canyon Fault Zone is considered a type B seismic source according to ICBO, 1997, Table 16-U. From a probabilistic approach, the design ground motion for this project (ICBO, 1997, Section j 1631) is the ground motion having a 10 percent probability of being exceeded in 50 years. This -8- __ I 990072-001 ground motion is referred to as the maximum probable ground motion (CBSC, 1998). A maximum probable ground motion of 0.26g is predicted for the site. The earthquake source data used for probabilistic determination of the design ground motion was obtained from the I , California Division of Mining and Geology (CDMG, Open File Report 96-08). Summary printouts of the deterministic and probabilistic analyses are provided in Appendix D. I .. The effect of seismic shaking may be mitigated by adhering to the Uniform Building Code and state-of-the-art seismic design parameters of the Structural Engineers Association of California. The site is located within Seismic Zone 4 of the Uniform Building Code (ICBO, 1997, Figure The soil profile designation for the site is estimated to be type S, per the 1997 UBC, Table 16-Jor type S1 per the 1994UBC. I. Secondary effects that can be associated with severe ground shaking following a relatively large earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, seiches and tsunamis. These secondary effects of seismic shaking are discussed in the following sections. 4.2.1 Shallow Ground Rupture Ground rupture because of active faulting is not likely to occur on site due to the absence of known active faults Cracking due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility at any site I, 4.2.2 Liquefaction and Dynamic Settlement. - . . Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to earthquakes. Both research and historical data indicate that loose, saturated, I granular soils are susceptible to liquefaction and dynamic settlement Liquefaction is typified by a total loss of shear strength in the affected soil layer, thereby causing the soil to liquefy. This effect may be manifested by excessive settlements and sand boils at the I ground surface The onsite Artificial Fill and Santiago Formation materials encountered during our investigation are not considered liquefiable due to their physical characteristics and unsaturated condition. The Santiago Formation, which may be below the water table at depth, is not considered liquefiable due to its very high-density characteristics and I cemented nature I I I -+ •,:T'::, .. -9- __ I . : • 990072-001 4.2.3 Tsunamis and Seiches Based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be very low. -T -10- __ I 990072-001 I 5.0 CONCLUSIONS I Based on the results of our preliminary geotechnical investigation of the site, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a I summary of the significant geotechnical factors that we expect may affect development of the site. Active faults are not known to exist on or in the immediate vicinity of the site. A peak ground acceleration of 0.54g is predicted as a result of the maximum credible earthquake along the Rose Canyon Fault Zone. By probabilistic methods, a peak ground acceleration of 0.26g is I predicted as the maximum probable earthquake ground motion. Based on subsurface exploration of the formational materials, artificial fills, and surficial soils present on the site, we anticipate that these materials should be generally rippable with conventional heavy-duty earthwork equipment. However, concretionary and cemented layers within the Santiago Formation could potentially require heavy ripping or breaking during deeper excavations (Section 6.1.2). The upper 3 to 6 feet of the uppermost fill soils were placed without engineering control. These soils I . are not considered suitable for support of structural loads or fill soils in their present condition. Remedial grading measures will be necessary to mitigate this condition (Section 6.1.4). I .. Based on laboratory testing and visual classification, on site soil materials generally possess medium to very high expansion potential. Measures to mitigated expansion potential will need to be addressed during design and construction Laboratory test results indicate the onsite soils have a moderate potential for sulfate attack on concrete and have a high potential for acid (pH) attack on concrete and buried uncoated metal conduits. A corrosion engineer should be consulted. The existing onsite soils appear to be suitable material for use as compacted fill provided they are I . relatively free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. Where highly to very highly expansive soils are reused, special design and construction measures will be required. Low to very low expansion free-draining materials will need to be derived from selective grading on site of imported for use as retaining wall backfill. Ground water was not encountered during our investigation, nor is ground water anticipated to be encountered during site excavation and construction. I I... H . 1 2, 990072-001 1 Transitions from cut to fill materials will either require undercutting formation materials to provide a - blanket of fill beneath the structure foundations (Buildings A and B). We recommend undercutting the I building pads to provide at least 4 feet of fill beneath all footings Surcharge loads will be exerted on the lower level retaining walls from vehicular traffic. I • Highly and very highly expansive soils will require selective grading or lime treatment to provide a blanket of very low -to moderately expansive soil beneath structures to be supported on conventional I spread footings Alternatively, structures may be supported on post-tensioned slab foundations Highly and very highly expansive soils will require selective grading or lime treatment to provide a blanket of very low to moderately expansive soil beneath pavements. More granular soils will provide I better R-value support for pavements and result in reduced base thickness I I I - i H I I I I H I - 1 I H -12- M MM own I ' 990072-001 6.0 RECOMMENDATIONS 6.1 Earthwork . We anticipate that earthwork at the site will consist of site preparation, excavation, and fill . operations. We recommend that earthwork on the site be performed in accordance with the ......following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix E. In case of conflict, the following recommendations shall supersede those in Appendix E I 6.1.1 Site Preparation Prior to grading, all areas to receive structural fill, engineered structures, or hardscape should be cleared of surface and subsurface obstructions, including any existing debris . and undocumented or loose fill soils, and stripped of vegetation. Removed vegetation and debris should be properly disposed off site. All areas to receive fill and/or other I surface improvements should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture conditions, and recompacted to at least 90 percent relative compaction based on ASTM Test Method D1557-96. 6.1.2 Excavations and Oversize Material I Shallow excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment. Heavy ripping or breaking will likely be required where cemented and concretionary lenses are encountered in deeper excavation. I Excavation for utilities may also be difficult in some areas. Shallow, temporary excavations, such as utility trenches with vertical sides, in the I : engineered fill and formational materials should remain stable for the period required to construct the utility, provided, they are free of adverse geologic conditions. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back to if workers are to enter such excavations. Temporary sloping gradients should be determined in the field by a "competent person" as defined by OSHA. For preliminary planning, sloping of surficial soils at 1:1 (horizontal to vertical) may be I assumed. Excavations greater than 20 feet in height will require an alternative sloping plan or shoring plan prepared by a California registered civil engineer. We anticipate that scattered amounts of oversize material may be generated during 'excavation of the cemented lenses within the Santiago Formation. Recommendations for treatment of oversize material are included in the attached General Earthwork and I ' Grading Specifications for Rough Grading (Appendix E). In addition, oversize material may be utilized in approved surface applications or hauled off site. I -13- mom I 0 990072-001 6.1.3 Fill Placement and Compaction I .All fill soils should be brought to a moisture content at least 2 percent above optimum and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557-96. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in ,• . thickness. The onsite soils typically possesses a moisture content below optimum and may require moisture conditioning prior to use as compacted fill. Fills placed on slopes steeper than 5:1 (horizontal to vertical) should be keyed and benched into competent formational I soils as indicated in the General Earthwork and Grading Specifications for Rough Grading presented in Appendix E I Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the ' I . • , General Earthwork and Grading Specifications for Rough Grading presented in Appendix E. • . I • 6.1.4 Removal of Unsuitable Soils I All undocumented fill and colluvial soils should be removed These soils should be removed down to competent material. The thickness of these soils may vary across the site. In general, where not removed by planned grading, we anticipate the depth of 0 removals of undocumented fill to be on the order of 3 to 6 feet in depth. Removal depths are expected to be on the order of 8 to 10 feet where colluvial soils underlie the . t . undocumented fills. 6.1.5 Transition Mitigation I .' •e From review of the conceptual grading plan (Masson & Associates, 1999), the proposed configuration of the site is expected to. create a transition from cut to fill materials beneath Building A with an estimated fill depth differential of 15 to 20 feet Based on :the anticipated transition condition, we recommend the cut portions of areas within the building pads should be overexcavated to a minimum depth of 4 feet below the bottoms " ' ' ,, • ,of proposed foundations and replaced with properly compacted fill. The overexcavation 0 I • ' ''' should laterally extend at least 5 feet beyond the building pad area and all associated settlement-sensitive structures. If cut fill transitions occur during site grading under other buildings, these areas should also be overexcavated on the cut portion I I 990072-001 6.1.6 Expansive Soils, Selective Grading and Lime Treatment The onsite soils may be used as compacted fill on site, provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. Reuse of onsite soils will require design and construction measures to address expansivity. Various options are presented below. In all cases, very low to low expansion, free draining materials will need to be provided behind retaining walls. Option 1: Selective Grading and Reuse as Compacted Fill We expect fill depths up to 20 feet will be required to create the building pads as planned. Highly and very highly expansive soils should be buried in fills below 5 feet of the finish pad grade. Very low to moderately expansive soils should be placed within I the upper 5 feet of finish grade. Limited onsite availability of very low to moderately expansive soils may require import. By performing selective grading, foundations may I be designed as shallow spread footings, post-tensioned slabs, or mat foundations. Option 2: Lime Treatment V High and very highly expansive soils may be reused on site provided they are treated with hydrated lime slurry where they are present within 5 feet of finish grade. I This option may be combined with selective grading to limit treatment depths. Feasibility of lime treatment will require that a mix design and construction specification I .be developed. Use of lime may aid in addressing the acidic geochemical condition and reduce or eliminate the aggregate base beneath pavements. Due to the necessity for thorough mixing and field quality control, we recommend that only qualified specialty contractors be considered. For preliminary guidelines in evaluating mix designs, a minimum pH of 12.4 should be obtained in the treated soil and cured samples should exhibit a minimum compressive strength of 4000 psi. Sulfate concentration should also be considered. By performing lime treatment, foundations may be designed as shallow I spread footings, post-tensioned slabs, or mat foundations. Trenches excavated through the lime treated subgrade should be backfilled with non-expansive or lime treated soils. Option 3: Post-Tensioned of Mat Foundation If highly or very highly expansive soils are elected for reuse as compacted fills within I . the upper 5 feet of building pads, foundations should be designed as post-tensioned slabs or mat foundations. Based on conversations with the project architect, we understand a mat type foundation system eliminates the need to excavate bearing wall footings at each I . storage unit wall (approximate 10 foot spacings along length of buildings). 990072-001 6.2 Slope Stability We understand the finish slopes up to 20 feet in height are planned at inclinations of 2:1 (horizontal to vertical). The proposed configuration was analyzed for gross stability. I 6.2.1 Deep-Seated Stability Analysis of the proposed slope configuration was performed using the computer program GSlope. Based on our field observations and previous testing of similar materials. I . strength parameters of = 26 and c = 100 psf were used for Artificial Fills. Our 'analysis indicates that the proposed slopes have a calculated factor of safety of 1.5 or greater, with respect to potential deep rotational failure. Summary calculations are presented in Appendix F. ..We recommend that the geotechnical consultant document and geologically map all I excavations during grading. The purpose of this mapping is to substantiate the geologic conditions assumed in our analysis. Additional investigation and stability analysis may be required if unanticipated or adverse conditions are encountered. I 6.2.2 Surficial Slope Stability Sandy soils in the proposed fill slopes are highly susceptible to erosion and methods of slope stabilization should be implemented as soon as practical to reduce the potential for erosion. Erosion and/or surficial failure potential of fill slopes may be reduced if the following measures are implemented during design and construction of the slopes. - Selective Grading of Fill Materials We recommend against the exclusive use of either highly expansive, clayey soils I ' or poorly graded sands in the face of the fill slopes. Highly expansive soils are 'generally known to be subject to surficial failures when exposed in slope faces.. Poorly graded sands utilized in slope faces may be subject to excessive erosion I .and rilling. A thorough mixture of onsite soils is recommended. We recommend that mixture of soils be approved by the geotechnical consultant I. . 'prior to placement in fill slopes. - Slope Face Compaction and Finishing We recommend slope faces be compacted by backrolling with a sheepsfoot roller generally at 2- to 3-foot intervals of slope height. Slope finishing should . be achieved by trimming and/or track rolling. I..'. -16- _ — MOM 990072-001 - Slope Landscaping and Drainage We recommend that all graded slopes be landscaped with drought-tolerant, slope stabilizing vegetation as soon as possible to minimize the potential for erosion. Erosion control fabric should be considered while vegetation becomes established. In addition to the site drainage recommendations outlined in Section 6.3, design of surface drainage provisions are within the purview of the project civil engineer. 6.3 Surface Drainane and Erosion I . Surface drainage should be controlled at all times. The proposed structure should have appropriate drainage systems to collect roof runoff. Positive surface drainage should be provided to direct surface water away from the structures toward the street or suitable drainage I . facilities. Positive drainage may be accomplished by providing a minimum 2 percent gradient from the structures. Below grade planters should not be situated adjacent to structures or pavements unless provisions for drainage such as catch basins and drains are made. In general, I .. ponding of water should be avoided adjacent to structures or pavements. To help reduce the potential for excessive erosion of graded slopes, we recommend berms and/or I . . . swalesbe.provided along the top of the slopes and lot drainage directed such that surface runoff on the slope faces is minimized. Protective measures to mitigate excessive site erosion during construction should also be implemented in accordance with the latest City of Carlsbad grading I ordinances. I .6.4 Conventional Foundation and Slab Considerations Foundations and slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that the soils encountered within I 5 feet of pad grade have a very low to medium potential for expansion or that the lime treatment alternative has been selected. If highly expansive soils are encountered and selective grading cannot be accomplished, additional foundation design may be necessary. I' I .6.4.1 Shallow Spread Footings Foundations The proposed structures may be supported by conventional, continuous perimeter, or isolated spread footings. Footings should extend a minimum of 24 inches beneath the I . lowest adjacent finish grade. At these depths, footings founded in properly compacted fill soils may be designed for a maximum allowable bearing pressure of 3,000 psf. The bearing pressure for the mid-slope retaining wall should be limited to 1,500 psf. The allowable pressures may be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings. Footings should be designed in accordance with the structural 990072-001 engineer's requirements and have a minimum reinforcement of four No. 5 reinforcing bars (two top and two bottom). We recommend a minimum horizontal setback distance from the face of slopes for all structural footings and settlement-sensitive structures. This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2, where H is the slope height (in feet). The setback should not be less than 10 feet and need not be greater than 15 feet. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. I . 6.4.2 Floor Slabs The slab-on-grade should be at least 5 inches thick and be reinforced with No. 3 I - rebars 18 inches on center or No. 4 rebars at 24 inches on center each way (minimum) placed at mid-height in the slab. Slabs should be underlain by a 2-inch layer of clean sand or clean crushed gravel If reduction of moisture migration up I through the slab is desired, the sand or gravel layer should be additionally underlain by a visqueen moisture barrier underlain by an additional 2 inches of sand or gravel. We recommend control joints be provided across the slab at appropriate intervals as I designed by the project architect. The potential for slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a - - - slipsheet (or equivalent) be utilized if grouted tile, marble tile, or other crack- sensitive floor covering is planned directly on concrete slabs. All slabs should be I • designed in accordance with structural considerations. If heavy vehicle or equipment loading is.proposed for the slabs, greater thickness and increased reinforcing may be - S required. ..I. 6.4.3 Settlement The recommended allowable-bearing capacity is based on a maximum total and ... • . differential settlement of 1. inch and 3/4 inch, respectively. Since settlements are a I • . function of footing size and contact bearing pressures, some differential settlement can be expected between adjacent columns or walls where a large differential loading condition exists However for most cases, differential settlements are considered I • • S unlikely to exceed 1/2 inch and should generally be less than 1/4 inch. With increased footing depth/width ratios, differential settlement should be less. S.. L • .. 1 :.. . -18-now I.,. 990072-001 6.5 Post-Tensioned Foundation System We recommend that the post-tensioned slabs be designed in accordance with the following design parameters presented in Table 3 and the criteria of the 1997 edition of the Uniform Building Code (ICBO, 1997). I I I Table 3 Post-Tensioned Foundation Design Recommendations Design Criteria Expansion Index (UBC 18-2) High to Very High >90 Edge Moisture Variation, em Center Lift: 5.5 feet Edge Lift: 4.5 feet Differential Swell, y Center Lift: 4 inches Edge Lift: 1.5 inches Differential Settlement: 3/4 inch Allowable Bearing Capacity: 3,500 psf The post-tensioned foundations and slabs should be designed in accordance with structural considerations. Slabs should be at least 5 inches thick. Continuous footings (ribs or thickened edges) with a minimum width of 12 inches and a minimum depth of 18 inches below adjacent grade may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot if founded in properly compacted fill soils. The perimeter edge should extend at least 18 inches below the lowest adjacent grade. The allowable pressures may be increase by one-third when considering loads of short duration such as wind or seismic forces. If lime treatment of selected use .grading is performed, modified post-tensioned design recommendations can be provided Slabs should be underlain by a minimum of 2 inches of clean sand (sand equivalent greater than 30) which is in turn underlain by a vapor barrier and inches of clean sand. The vapor barrier should be 'sealed at all penetrations and laps. Moisture vapor transmission maybe additionally reduced by use of concrete additives. Moisture barriers can retard, but not eliminate moisture vapor movement 'from the underlying soils up -through the slabs. We recommend that the floor covering installer test -' the moisture vapor flux rate prior to attempting applications of the flooring. "Breathable" floor coverings should be considered if the vapor flux rates are high. A slip-sheet or equivalent should be utilized above the concrete slab if crack-sensitive floor coverings (such as ceramic tiles, etc.) are to be placed directly on the concrete slab. 1•• ' ' -19- __ awn I 990072-001 6.6 Mat Foundation A soil modulus of 100 pounds per cubic inch is recommended for design of the mat foundation. The mat foundation should be designed by the project structural engineer. 6.7 Lateral Earth Pressures For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for walls backfilled with very low to low expansion potential. Static Equivalent Fluid Weight (pcf) Conditions Level J 2:1 Slope Active 35 55 At-Rest 55 65 Passive 250* (Maximum of 3 ksf) 150 (sloping down) I Unrestrained (yielding) cantilever walls up to 10 feet in height should be designed for an active equivalent pressure value provided above. In the design of walls restrained from movement at I the top (nonyielding) such as basement walls, the at-rest pressures should be used. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be I equivalent to a uniform pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in ps. Surcharge from heavy moving I : trucks can be analyzed by this office once design traffic loads are determined. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accommodate behind walls. A typical drainage design is contained in Appendix E. Wall I . backfill should be compacted by mechanical methods to at least 90 percent relative compaction .(based on ASTM D1557-96). Wall footings should be designed in accordance with the 'foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of I the footing to daylight of 10 feet. I Lateral soil resistance developed against lateral structural movement can be obtained .from the passive pressure value provided.above. Further, for sliding resistance, the friction, coefficient of 0.33 may be used at the concrete and soil interface. These values may be increased by one-third I when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. I I -20- __ = 1 I : I 1 I Ll I P 990072-001 L 6.8 Geochemical Considerations Geochemical screening of the onsite soils was performed. The screening is meant to serve as an I . indicator for the design professionals in determining the level of input necessary from a qualified corrosion engineer. Review of geochemical test results by a corrosion engineer is recommended. I Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be-subject-to chemical deterioration commonly known as "sulfate attack." Soluble sulfate results (Appendix C) indicated a soluble sulfate content of 0.12 percent. Uniform Building Code I . Table 19-A-4 provides minimum concrete design requirements based on sulfate exposure - conditions. I Minimum resistivity and pH tests were performed on representative samples of subgrade soils (Appendix Q. Based on our results, thesite soils are believed to present a severe to very severe potential for acid (pH) attack to concrete and buried uncoated metal conduits and pipes. We recommend further review be performed by a corrosion engineer. 6.9 Preliminary Pavement Design I .The appropriate pavement section depends primarily on the type of subgrade soil, shear strength, traffic load, and planned pavement life. Since an evaluation of the characteristics of the actual soils at pavement subgrade cannot be made at this time, we have provided the following range of pavement sections to be used for planning purposes only. The final subgrade characteristics will I be highly dependent on the soils present at finish pavement subgrade. We expect that the proposed grading will expose soil derived from the Santiago Formation These soils tend to be .fine-grained and fine-grained soils typically yield low R-Values. Expansive soils such as those I present at pad grade also yield very low R-values. For preliminary planning purposes, we have estimated R-Values of 5 and 15 for these materials. Final pavement design should be evaluated based on R-value tests performed upon completion of grading. Provide below are sections for R- I Value 5 and 15 subgrade conditions. Pavement Loading Condition Traffic Index (20-Year Life) Anticipated Pavement Section R-Value=5 R-Value=15 Parking Areas 4.5 3 inches AC over 8 inches Class 2 base 3 inches AC over 7 inches Class 2 base Drive Areas 5.5 3-1/2 inches AC over 11 inches Class 2 base 3-1/2 inches AC over 9 inches Class 2 base Truck Driveways 6.5 4 inches AC over 14 inches Class 2 base 4 inches AC over 12 inches Class 2 base For concrete pavements and areas subject to unusually heavy truck loading (i.e., trash trucks, I - moving vans, etc.), we recommend a full depth of Portland Cement Concrete (P.C.C.) section of 7 inches with appropriate steel reinforcement and crack-control joints as designed by the project structural engineer. We recommend that sections be as nearly square as possible. A 3,500 psi I .&N -21- I 1 . 990072-001 I -..mix that produces a 600 psi modulus of rupture should be utilized. The actual pavement design should also be in accordance with City of Carlsbad and ACI design criteria. I All pavement section materials conform to and be placed in accordance with the latest revision . ...' of the California Department of Transportation Standard Specifications (Caltrans) and American Concrete Institute (ACI) codes. The upper 12 inches of subgrade soil and all aggregate base I should be compacted to a relative compaction of at least 95 percent (based on ASTM Test . • Method D1557-91) for asphalt pavement and 90 percent for concrete pavements. I.. If pavement areas are adjacent to heavily watered landscape areas, we recommend some measure . . of moisture control be taken to prevent the subgrade soils from becoming saturated. It is . . . . recommended that the concrete curing separating the landscaping area from the pavement extend I . . below the aggregate base to help seal the ends of the sections where heavy landscape watering may have access to the aggregate base.. Concrete swales should .be.:designed in roadway or - . . . • parking areas subject to concentrated surface runoff. 6.10. Construction Observation • . • • I . . . The recommendations provided in this report are based on preliminary design information and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface I conditions should .be checked in the field during construction. Construction observation of all onsite excavations and field density testing of all compacted fill should be performed by a representative of this office so that construction is in accordance with the recommendations of this report. We recommend that cut slopes be mapped by a geologist during grading for the 1 • . • • presence of potentially adverse geologic conditions. • . 1 6.11 Plan Review Final project drawings should be checked by Leighton and Associates before grading to see that I • • •: • the recommendations in this report are incorporated in project plans. I I ....' .,• • • • ••, I, . .,, • . • . -22- own I:,. •: 7.0 LIMITATIONS 990072-001 The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological I conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relief upon only if Leighton has the opportunity to I observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site. I I: I I 1 u::..:. I I I I.. H I -23- MEw I A f d - .- - - - - - - - COO / X B4 B ..,4•.••••(/Th Tsa I ' 0 00. 00 S / S 5 5 , BLDG 4 I LEGEND - ' - •. GEOLOGIC CONTACT (DASHED WHERE - / APPROXIMATE, DOTTED WHERE BURIED) - B-4 APPROXIMATE LOCATION OF / . GEOTECHNICAL BORING AN -. AN UNDOCUMENTED FILL ARTIFICIAL FILL, DOCUMENTED (CIRCLED WHERE BURIED) {. • • Qcol COLLUVIUM (CIRCLED WHERE BURIED) •, - isa TERTIARY SANTIAGO FORMATION S S (CIRCLED WHERE BURIED) -.- : I ) S Ii S. S * I J *\ I \- P - ** * -* IA c 990072-001 APPENDIX A REFERENCES Blake, 1996, EQFAULT, Version 2.2. 1998, FRISKSP, Version 3.01. CDMG, 1996, Probabilistic Seismic Hazard Assessment for the State of California, Open-File Report, 96-08. Hart, 1985, Fault Rupture Hazard Zones in California, Aiquist-Priolo Special Studies Zones Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials, 1994, Uniform Building Code. International Conference of Building Officials, 1997, Uniform Building Code. Kennedy, M.P. and Tan S.S., 1996, Geology of the Northern Portion of San Diego County, California, Geology of the Oceanside, San Luis Rey and San Marcos Quadrangles: California Division of Mines and Geology Open File Report 96-02. MAPS Masson & Associates, 1999, Schematic Grading Plan, Proposed Carlsbad Self Storage, Corte del Cedro, Lot 11, Carlsbad, California, I sheet. A-i ,- 1 - I .1 I - - -: -' 1.. I - I - - :u. I GEOTECHNICAL BORING LOG KEY Sheet 1 of 1 Project No. Type ofRig - Drop _ in. Date Project KEY TO BORING LOG GRAPHICS Drilling Co. U Hole Diameter Drive Weight Elevation Top of Hole +1- ft. Ref. or Datum f-. Z Cl) ' 0 45 U j (fl GEOTECHNICAL DESCRIPTION Logged By Sampled By 0— - - - CL Inorganic clay of low to medium plasticity, gravelly clay; sandy clay, silty clay:, lean clay CH Inorganic clay of high plasticity fat clay OL-OH Organic clay, silt or silty clay-clayey silt mixtures I] ML Inorganic silt; very fine sand; silty or clayey fine sand; clayey silt with low plasticity - Sample I MR 41 I ci-ii, Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt Low plasticity clay to silt mixture dicate Cal amp":CL-SC MISM Sandy silt to silty sand mixture Sandy clay to clayey sand mixture 0,TWW levelat dnYNv - k - dicates Water dry* ol SC-SM SW Clayey sand to silty sand mixture S Well graded sand; gravelly sand, little ornofines :•:•:•:- 10— : SP Poorly graded sand; gravelly sand, little or no fines SM Silty sand; poorly graded sand-silt mixture :lI..IE SC Clayey sand; poorly graded sand-clay mixture - (1W Well graded gravel; gravel-sand mixture, little or no fines >V GP Poorly graded gravel; gravel-sand mixture, little or no fines GM Silty gravel; gravel-sand-silt mixture 4 GC Qaycy gravel; gravel-sand-clay mixture - - Sandstone - Siltstoae aaystone 20 — f Breccia - (angular gravel and cobbles or matrix-supported conglomerate) Conglomerate (rounded gravel and cobble, clast-supported) Igneous granitic or granitic type rock ' - Metavolcanic or metamorphic rock // Artificial or man-made fill 25— Asphaltic concrete Portland Cement Concrete 505A(11/77) LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-i Date 4-16-99 Sheet 1 of 2 Project Carlsbad Self Storage Project No. 990072-001 Drilling Co. West Hazmat Type of Rig CME-75 Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +1- 271 ft. Ref. or Datum Mean Sea Level 31 GEOTECIINICAL DESCRIPTION 4_4 . .r a 0.0 w - .10 0 oCU c wo - U 10 w4.. °'.-' rn_i o z - - 0a. _ w j Logged By JD Sampled By JD (1) 0 C/)" 0— SC/CH UNDOCUMENTED FILL 2 70 / / @ 0': Red. -brown, dry to slightly moist, loose to medium dense, clayey fine SAND - and soft to firm, sandy CLAY - ••.:'• I . SM ARTIFICIAL FILL . . . 1 38 103.4 15.7 @ 4':, Light red-brown, red-brown and gray, moist, medium dense, silty fine SAND 265 2 22 @ 6.5': Dark reddish brown, light red-brown, moist, medium dense, silty fine :. SAND 3 35 107.1 0.0 @ 9': Light red-brown and gray, moist, medium dense, silty fine SAND 10— ••' . .: 260-- SC Reddish brown, moist, medium dense, clayey fine SAND Brown, moist, medium dense, clayey fine SAND - / 4 18 CL @ 14': Dark brown and black, moist, very stiff, sandy CLAY 15 — 255 S 5 30 105.2 0.0 @ 19': Brown and olive-green, moist, very stiff, sandy CLAY 20— 250 - 23 @24': Mild red-brown and gray, moist, stiff to very stiff, sandy CLAY 25— 245 - 7 37 101.2 21.2 @ 29': Orange-brown, red-brown and gray, moist, very stiff: sandy CLAY 505A(11/77) LEIGHTON & ASSOCIATES +00 -• I, I - - - - - - - - • Elevation (feet) A LA LA LA ALA -A Il I I I I I I I I I I I I I (feet) Graphic Log Notes 00 Sample No. • Blows Per Foot Dry Density (pcf) Moisture Content C'.) Soil Class. (U.S.C.S.) OQ cn Wc • . '<- t) 0. -• Ol( Oo - r11J CD OQ I- ID : - I GEOTECHNICAL BORING LOG B-2 Date 4-16-99 Sheet 1 of 1 I Project Carlsbad Self Storage Project No. 990072-001 Drilling Co. West Hazmat Type of Rig CME-75 Hole Diameter 8 in. Drive Weight 140 pounds Drop _20 - Elevation Top of Hole +1- 270 ft. Ref. or Datum Mean Sea Level GEOTECHNICAL DESCRIPTION 44- m • 44- . .0 0) o.o W - - 3 0 o .. wci - !'-' W4 a'-' 013-1 0 U>4.. ._w Logged By JI) WU) a- C j Sampled By JD C 270 0— ? Bag-1 SC/CH UNDOCUMENTED FILL Ø0'-2.5 @ 0': Brown, thy to moist, loose to medium dense, clayey fine SAND and soft to / firm, sandy CLAY :. 1 26 96.6 18.7 @ 2': Brown, moist, medium dense, clayey fine SAND, with fragments of wood : 2 24 SC ARTIFICIAL FILL 265 5— . @ 4': Brown and reddish brown, moist, medium dense, clayey fine SAND - : 3 20 105.2 18.4 @ 7': Dark reddish brown and brown, moist, medium dense, clayey fine SAND :/' 4 17 @ 9': Dark reddish brown and red-brown, moist, medium dense, clayey fine 260 10— 7/K SAND - 5 21 CL @ 14': Olive-brown, and gray, moist, stiff, sandy CLAY, minor roots and organics 255 15— - 7/7 CL SANTIAGO FORMATION 6 28 @ 19': Gray and red-brown, moist, very stiff, sandy CLAYSTONE 250 20— - -6 7 54 @ 24': Light gray, moist, hard, sandy CLAYSTONE with limonite staining along 245 25— fractures - Total Depth = 25 Feet No Ground Water Encountered at Time of Drilling - Boring Backfihled with Soil Cuttings on April 16: 1999 - 505A(11/77) LEIGHTON & ASSOCIATES I GEOTECHNICAL BORING LOG B-3 Date 446.99 Sheet 1 of 1 Project Carlsbad Self Storage Project No. 990072-001 Drilling Co. West Hazmat Type of Rig CME-75 Hole Diameter 8 in. Drive Weight 140 pounds Drop 30 in. Elevation Top of Hole +1- 270 ft. Ref. or Datum Mean Sea Level 31 .GEOTECIINICAL DESCRIPTION Z Logged By, JD j C.) Cl) Sampled Sampled By JD 270 0 —/_ SC/CH UNDOCUMENTED FILL Brown and red-brown; dry to moist, loose to medium dense, clayey fine / SAND and soft to firm sandy CLAY 1 24 98.8 13.2 @ 2': Brown and gray, moist, medium dense, clayey fine SAND, with formational - fragments 2 18 SC @ 4': Brown and red-brown, moist, medium dense, clayey fine SAND 265 5 — SC COLLUVIUM J. x- 3 24 @ 7' Light orange-brown and brown, moist, medium dense, clayey fine SAND abundant roots and organic material throughout - 4 12 @ 9': Red-brown, moist, medium dense, silty/clayey fine SAND (posible 260 - 10— - colluviumlhighly weathered bedrock) S AG __C__ SATLÔRIAi6N ________________ 5 68 89.3 27.8 CL - - @ 14': Light gray, red-brown and burgundy moist, hard, sandy CLAYSTONE 255 15— - Total Depth = 15 Feet ' No Ground Water Encountered at Time of Drilling - Boring Backfilled with Soil Cuttings on April 16, 1999 250 20- 245 25- 10- 505A(11/77) LEIGHTON & ASSOCIATES I, I GEOTECHNICAL BORING LOG B-4 Date 4-16-99 Sheet 1 of 1 I Project Carlsbad Self Storage Project No. 990072-001 Drilling Co. West Hazmat Type of Rig CME-75 Hole Diameter 8 in. Drive Weight 140 pounds Drop ...0 in. Elevation Top of Hole +1- ft. Ref. or Datum ' Mean Sea Level GEOTECHNICAL DESCRIPTION z Logged By JD, Sampled By JD' 0 U)" 0—/ Bag-2 SC /CH UNDOCUMENTED FILL 0'-2.5 @ 0': Brown, thy to moist, loose to medium dense,' clayey fine SAND and soft to :/i/• firm sandy CLAY - 1 18 92.5 15.9 @ 2': Brown, moist, medium dense, clayey fine SAND, with wood fragment 2 27' SM/SC ARTIFICIAL FILL — @ 4': Brown and red-brown, moist, medium dense, silty/clayey fine SAND - : 3 43 99.2 15.0 SC @ 7': Reddish brown and gray-brown, moist, medium dense, clayey fine SAND 4 28 @ 9': Brown, light brown, and orange-brown, moist, medium dense, clayey fine 10— SAND CL SANTIAGO FORMATION 5 46 95.2 20.1 @ 14': Medium gray, brown and red-brown, moist, hard, sandy CLAYSTONE 15— - . - Total Depth = 15 Feet No Ground Water Encountered at Time of Drilling - Boring Backfilled with Soil Cuttings on April 16, 1999 20- 25- - 505A(11/77) LEIGHTON & ASSOCIATES I •" I 980030-001 I APPENDIX C Laboratory Testing Procedures and Test Results Hydrocollapse Selected ring samples were loaded in a consolidometer to the approximate overburden I pressure. The samples were then inundated with water and the percent hydrocollapse was measured and recorded below. I ' I I Swell/Compression Selected rink samples were loaded in a consolidometer at a specified surcharge pressure. The samples were then inundated with water and the percent swell or compression was measured and recorded below: S Sample Location % Swell (% Compression) BI @9' 1.0@144psf B2@7' (-1.0)@144p5f B2@7' (6.3)@2,000psf U .. I Expansion Index Tests: The expansion potential of selected materials was evaluated by:the Expansion Index Test, U.B.C. Standard No. 18-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation. The prepared 1-inch thick by 4- I inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Compacted Dry Expansion Expansion Sample Location Sample Description Density (pcf) Index Potential B-2 @ 0'-2.5' I F Brown clayey fine SAND! 103.8 171 Very High fine sandy CLAY I P I • C-1 Sample Location % Total. % Hydrocollapse B-i @9' 3.1 0.7@ 1,050 psf B-1@19' 2.4 0.7@2,l0Opsf I 980030-001 I APPENDIX C (continued) I Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: 1 I I I Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: S Maximum Dry Optimum Moisture Sample Location Sample Description Density (pcf) Content (%) B-2,0'-2.5' brown /clayey fine SAND/fine 115.5 15.5 L sandy clay Sample Samle Location Description pH Minimum Resistivity (ohms-cm) Combined Red brown silty fine SAND Not tested 2,270 BI @4',Bl @6' BI @ 9' Light red brown silty fine SAND 4.7 Not tested B3 @ 5' Red brown clayey SAND 3.7 Not tested I "R"-Value: The resistance "R"-value was determined by the Caltrans Test Method No. 30 1. The samples were prepared and exudation pressure and "R"-value determined. The graphically determined "R"-value at exudation pressure of 300 psi is reported. I Sample Number R-Value B2@0'2.5.' 5 1 T, I H I I I i 980030-001 I APPENDIX C (continued) Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: :1 Sample Location Sulfate Content (%) @9' E,E, Potential Degree of Sulfate Attack* BI 0.12 Moderate -3 @ 14' 0.07 Negligible PRSKSP FAULT MAP JOB No.: 990072-001 9. PROBABILITY OF EXCEEDANCE vs. ACCELERATION 100 90 60, Ld 80 C-) 17 70 0 uJ C-) 60 uJ LL 50 0 >- 40 F- -J D .30 0 0 .1O. 0 — — - - - —. — — — — — — - — - — — — — 0.0 0.1 0.2 . 0.3 0.4 0.5 ACCELERATION (g) EXPOSURE PERIODS: BOORE El AL(1997) NEHRP C (520) 25 years . 75 years 50 years 100 years JOB No.: 990072-001 DATE: Tuesday, April 27, 1999 ** ** ** * * * ** ** ** *** ** *** ** ****** ** * * E Q F A U L T * * * * Ver. 2.20 * * * * * **** ** ***** * * ** ** * ** ** ******* ****** ** (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFORMED FOR: JD JOB NUMBER: 990072-001 JOB NAME: Carlsbad Self Storage SITE COORDINATES: LATITUDE: 33.1262 N LONGITUDE: 117.2723 H SEARCH RADIUS: 100 mi ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz. - Soft Rock UNCERTAINTY (M=Mean, S=Mean+1-Sigma): S SCOND: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGSCE.DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A I DETERMINISTIC SITE PARAMETERS ----------------------------- • Page - I I ------------------------------------------------------------------------------ MAX. CREDIBLE EVENTI MAX. PROBABLE EVENTI I I ABBREVIATED IDISTANCE I APPROX. - ------------------- MAX.1 ,PEAK I SITE II II MAX.1 -------------------I PEAK I SITE FAULT NAME I mi (km) ICRED.ISITE IINTENSIIPROB.I SITE 1INTENS1 I I MAG.IACC. gl MM 11 MAG.IACC. gl MM I I --------------------------I -- 72 ---------I (115) I I SAN ANDREAS - Coachella 1 -----I 7.101 ------I 0.0391 V II ------II-----I 7.101 ------I 0.0391 ------ V --------------------------- I ISAN ANDREAS - San Bernardil 65 ---------I (104) I -----I 7.301 ------I 0.0551 ------II VI II -----I 7.301 ------I 0.0551 ------ VI I . -I 65 ---------I (104) I I SAN ANDREAS - Southern I ------1 7.401 ------I 0.0601 ------II VI ii -----I 7301 ------I 0.0551 ------ VI I--------------------------I SAN ANDREAS - Mojave 83 ---------I (133)1 -----I 7.101 ------I 0.0321 ------II V II -----I 7.101 ------I 0.0321 ------I V I I ISAN ANDREAS - 1857 Rupturel ----- ------ --------------- 83 - ---------I (133) I -----I 7.801 ------I 0.0591 ------II VI II -----I 7.501 ------I 0.0451 ------I VI I--------------------------I ISUPERSTITION HILLS (San Jal 84 ---------I (135)1 -----I 6.601 ------I 0.0201 ------II IV II -----I 5.901 ------I 0:0111 ------I III I I --------------------------I SUPERSTITION MTN. (San Jacl 79 ---------I (127)1 -----I 6.601 ------I 0.0221 ------II IV -----I II 6.101 ------I 0.0141 ------ IV I ---------------------------- I ISAN JACINTO - BORREGO 63 ---------I (101)1 -----I 6.601 ------I 0.0311 ------II V -----I II 6.101 ------I 0.0201 ------I IV I I ---------------------------I 50 ---------I ( 80) I I SAN JACINTO-COYOTE CREEK -----I 6.801 ------I 0.0521 ------II VI -----I II 6.201 ------I 0.0301 ------ V I I---------------- - --------- I IsAN JACINTO-ANZA I 46 ---------I ( 74)1 -----I 7.201 ------I 0.0831 ------II VII -----I II 6.901 ------I 0.0641 ------I VI I I I -------------------------- I' SAN JACINTO-SAN JACINTO VAI 47 -( --------- 76)1 I -----I 6.901 ------I 0.0611 ------II VI ----- I II 6.801 ------ 0.0561 I ------I VI I I--------------------------I IsAN JACINTO-SAN BERNARDINOI 61 ---------I ( 99 )1 -----I 6.701 ------I 0.0351 ------II V -----I II 6.701 ------I 0.0351 ------I V I I ----------- ---------------- I ILAGUNA SALADA I 85 ---------I (137) I -----I 7.001 ------I 0.0281 ------II V -----I II 6.301 ------I 0.0151 ------I IV I---------------------------I IELSINORE-COYOTE MOUNTAIN I 54 ---------I ( 87) I -----I 6.801 ------I 0.0461 VI ------II----'-I II 6.201 ------I 0.0271 ------I V I I ---------------------------I IELSINORE-JULIAN 1 23 ---------I ( 37)1 -----I 7.101 ------I 0.1851 ------II VIII -----I II 6.401 ------I .0.1121 -----I - VII I I--------------------------I ELSINORE-TEMECULA 1 23 ---------I ( 37)1 -----I 6.801 ------I 0.1501 ------II VIII -----I II 6.301 ------I 0.1031 ------I VII I I I --------------------------I IELSINORE-GLEN IVY I 36 ---------I ( 58)1 -----I 6.801 ------I 0.0831 ------II VII -----I II 6.301 ------I 0.0541 ------I VI I I--------------------------I IWHITTIER I 4 ---------I ( 87)1 -----I 6.801 ------I 0.0451 ------II VI -----I II 5.901 ------I 0.0201 ------I IV I I I --------------------------I IBRAWLEY SEISMIC ZONE I 92 ---------I (148)1 ------I 6.401 ------I 0.0151 ------ IV II ------ I ------- II 6.401 0.015.I I --------I IV I -------------------------------- I ICHINO-CENTRAL AVE. (Elsinol 51 ---------I ( 82)1 -----I 6.701 ------I 0.0451 ------I VI I-----I II 5.501 --- --- 0.0171 I ------I IV I I I --------------------------I IEARTHQUAKE VALLEY I 40 ( 65)1 ---------I------I-'----- 6.501 0.0541 I ------II VI -----I II 5.701 ------ 0.0271 I.------I v I I- - - - - - - - - - - - - - - - - - - - - - - - - - I IELMORERANCH I - - - 83 - - - - - - I - (133)1 - - - -I ------.1 6.601.'0.0201 - - - --- IV II - - - - -I 11 5.401 - - - - - -I 0.0071 - - - - - - -II ' I I I --------------------------I ICORONADO BANK I 22 ---------I ( 36)1 -----I 7.401 ------I 0.2321 ------II IX -----I II 6.301 ------I 0.1071 ------ VII I--------------------------I INEWPORT-INGLEWOOD (Offshorl 9 ---------I ( 15)1 -----I 6.901 -------I 0.4101 ------II X -----I II 5.801 ------I 0.2031 ------I VIII I I I ------------------------------I --------------------------I IRosE CANYON I 7 ---------I ---------I ( 11)1 -----I -----I 6.901 ------I 0.5381 ------I ------ X ------II II ------ I II 5.701 -----I ------I 0.2611 ------I ------I IX ------I I . . • . ... ., . . * • .. .. ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ----------------------------------------------------------------------------- I I I MAX. CREDIBLE EVENTI IMAX. PROBABLE EVENTI APPROX. - ------------------- II ------------------- ABBREVIATED IDISTANCE I MAX.1 PEAK I SITE 11 MAX.1 PEAK I SITE FAULT NAME I mi (km) ICRED.I SITE IINTENSIIPROB.I SITE J INTENS I I MAG.IACC. gl MM 11 MAG.IACC. gl MM I----------------- - -------- I lCLAlSHELL-SAWPIT I 83 ---------I (134)1 -----I 6.501 ------I ------ 0.0181 II IV II ----- - 5.001 ------ - ------ 0.0051 -I II I --------------------------I CUCANONGA 1 73 ---------I (118)1 ----- - 7.001 ------ I ------II 0.0321 V II -----I 6.101 ------ - ------ 0.0161 I IV I --------------------------I IHOLLYW0OD 88 ---------I (141)1 -----I 6.401 ------I ------ 0.0151 IV II I -------------I 5.301 0.0061 ------ II -------------I IMALIBU COAST 1 96 ---------------I (154)1 6.701 ------I ------II 0.0171 IV II -----I 4.901 ------I ------I 0.0041 I I--------------------------I INEWPORT-INGLEWOOD (L.A.Basj 50 ---------I ( 81)1 -----I 6.901 ------I ------II 0.0561 VI II -----I 5.601 ------I ------I 0.0171 IV --------------I IPAL0S VERDES 1 40 ---------I ( 64)1 -----I 7.101 ------I ------II 0.0921 VII II ----- I-.----- 6.201 0.0421 I ------I VI --- - ---------- I RAYMOND I 83 ---------I (134)1 -----I 6.501 ------I ------II 0.0181 IV II -----I 5.001 ------I ------I 0.0051 II I-------------------------- I SAN JOSE 1 71 ---------- (114)1 - ----- I 6.501 ------I ------II 0.0231 IV II -----I 5.001 -------I ------I 0.0071 II I--------------------------I ISANTA MONICA 1 93 ---------I (149)1 -----I 6.601 ------I ------II 0.0161 IV II -----I 5.501 ------I ------I 0.0071 II I--------------------------I SIERRA MADRE (San Fernandol 99 ---------I (159) -----I I 6.701 ------I ------II 0.0161 IV II -----I 5.601 ------I ------I 0.0061 II I I--------------------------I ISIERRA MADRE 1 74 ---------I (119)1 -----I 7.001 ------I ------II 0.0321 V II -----I 6.201 ------I ------I 0.0171 IV I--------------------------I IVERDUGO 1 86 ---------I (138)1 -----I 6.701 ------I ------II 0.0201 IV II -----I 5.201 ------I ------I 0.0061 II I I--------------------------I ICOMPTON THRUST I 60 ---------I ( 96)1 -----I 6.801 ------I ------II 0.0571 VI II -----I 5.801 ------I ------I 0.0261 V I--------------------------I IELYSIAN PARK THRUST 1 62 ---------I (100)1 -----I 6.701 ------I ------II 0.0501 VI II -----I 5.801 ------I ------I 0.0241 V I--------------------------I IBURNT MTN. I 76 ---------I (123) -----I I 6.401 ------I ------II 0.0191 IV II -----I 5.101 ------I ------I 0.0061 II I--------------------------I ICLEGHORN I 79 ---------I (127)1 -----I 6.501 ------I ------II 0.0201 IV II -----I 6.001 ------I ------I 0.0131 III I I --------------------------I ---------I -----I ------I ------ II -----I ------ IEUREKA PEAK I 79 (127)1 6.401 0.0181 IV II 5.101 0.0061 II I--------------------------I ---------I -----I ------I ------II -----I ------ I ---- IHELENDALE - S. LOCKHARDT I 89 (143)1 7.101 0.0291 V II 5.401 0:0061 II I I - ------- ------------------ JOHNSON VALLEY (Northern) I ---------I 1 95 (153)1 -----I 6.701 ------I 0.0181 ------II IV -----I ------I II 5.201 0.0051 ------ II I I--------------------------I LANDERS ---------I 1 87 (140)1 -----I 7.301 ------I 0.0361 -------II V -----I ------I II 5.201 0.0051 ------I II I I I --------------------------I LENWOOD-LOCKNART-OLD WOMANI ---------I 92 (148)1 -----I 7.301 ------I 0.0331 ------II V -----I ------I II 5.501 0.0061 ------I II I I--------------------------I INORTH FRONTAL FAULT ZONE (I ---------I 88 (141)1 -----I 6.70 1 ------I 0.0191 ------II IV -----I ------I II 5.201 0.0061 ------I II I I --------------------------I INORTH FRONTAL FAULT ZONE (I ---------I 81 (131)1 -----I 7.001 ------I 0.0271 ------II V -----I ------I II 5.601 0.0091 ------I III I I--------------------------I PINTO MOUNTAIN ---------I I 72 (115)1 -----I 7.001 ------I 0.0361 ------II V -----I ------I II 6.101 0.0161 ------I IV I I I --------------------------I IEMERSON So. - COPPER MTN. I--------------------------I ---------I I 95 (152)1 -----I 6.901 ------I 0.0221 ------II IV -----I ------I II 5.301 0.0051 ------I II I ---------I -----I ------I ------II -----I ------I ------I I I I' I Page 3 I - -TEND OF SEARCH- 50 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. gTHE ROSE CANYON FAULT IS CLOSEST TO THE SITE. I IT IS ABOUT 6.6 MILES AWAY. LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0,538 g I LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.261 g I' :. ', I I I I. I; . I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Pagel of6 LEIGHTON AND ASSOCIATES, INC. GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING 1.0 General I 1.1. Intent These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the I . geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result I .in new or revised recommendations that could supersede these . specifications or the recommendations in the geotechnical report(s)... I : 1.2, The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical I . . report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencementof the grading. I - Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping.ground to receive fill. The Geotechñical Consultant shall observe the moisture-cond itioningand processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. 3030.1094 Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 2 of 6 1.3 The Earthwork Contractor The Earthwork Contractor (Contractor) shall be qualified, I experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these I Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a I work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical I Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware I of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and I methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical I Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant I shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. I 2.0 Preparation of Areas to be Filled I 2.1 Clearing and Grubbing Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. I The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic I S materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the I affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. I 3030.1094 I I I Leighton and Associates, Inc. GENERAL EARTHWORK AND OADING SPECIFICATIONS Page 3 of 6 2.2 Processing; Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavatedas specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavatioit In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching; Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavatedto provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. I 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other 1 0 deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with. unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical I . Consultant or mixed with other soils to achieve satisfactory fill material, 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum I dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not 1 occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. I 0 I 3030.1094 I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 4 of 6 3.3 Import If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. Fill Placement and Compaction I 4.0 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The I Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly mixed thoroughly to attain relative uniformity of material and moisture throughout. I and 4.2 Fill Moisture Conditioning Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. I Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). I 4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density I . (ASTM Test Method 131 557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. I 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot I . rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of I . . maximum density per ASTM Test. Method Dl 557-91. 4.5 Compaction Testing Field tests for moisture content and relative compaction of the fill I soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to I inadequate compaction (such as close to slope faces and at the fill/bedrock benches). I I I 3030.1094 I I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS i Page 5 of 6 I vertical 46 Frequency of Compaction Testing. Tests shall betaken at intervals not exceeding 2 feet in rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope I construction face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these standards are not met. I .minimum 4.7 - Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate I . with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations, with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than I 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the I . grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for l line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. U 6.0 Excavation I Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be . determined by the Geotechnical I . Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. I I 3030.1094 I Leighton and Associates, Inc. GENERAL EARTHWORK AND GRADING SPECIFICATIONS Page 6of6 7.0 Trench Backfills 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the topof the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of 90 percent of maximum from 1 foot above the top of the conduit to the surface. 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least - one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. . . 3030.1094 I. _COMPACTED FROM TOE OF,SLOPE TO APPROVED GP40UND GROUND REMOVE UNSUITABLI NATURAL TYPICAL MATERIAL KEY —:— BENCH BENCH HEIGHT LOWEST BENCH DEPTH _ FILL. SLOPE FILL-OVER-CUT SLOPE NATURAL -- GROUND \_ - N - t - " I 'LOWEST BENCH L_2 MIN. KEY DEPTH :j 4'TYPICAL BENCH HEIGHT REMOVE NSUITABLE MATERIAL UT FACE TO BE CONSTRUCTED PRIOR TO ALL PLACEMENT\ NATURAL GROUND / CUT-OVER-FILL SLOPE OVERBUILT AND TRIM BACK - — For Subdralns See. DESIGN SLOPE .. .- REMOVE • Standard Detail C PROJECTED PLANE . ---- NSUITABLE iO i MAXIMUM FROM . d MATERIAL TOE OF SLOPE TO ------ APPROVED GROUND - 4 TYPICAL -- PACTtD --ILL-- BENCH BENCH HEIGHT ..L ----- BENCHING SHALL BE DONE WHEN SLOPES - - ANGLE IS EQUAL TO OR GREATER THAN 5:1 L......15' UI _J MINIMUM BENCH HEIGHT SHALL BE 4 FEET 2 IN. I LOWEST BENii] MINIMUM FILL WIDTH SHALL BE 9 FEET KEY DEPTH IvLnn KEYING AND BENCHING GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS A I FIT REV. 4/11/96 FINISH GRADE SLOPE -------------------------------- MIN.=-7:--COMPACTED MIN.L - COMPACTED FACE - ---------------------------------------- ------------------------------------------ or ----------------- ----------------- - JETTED OR FLOODED ROW - -- GRANULAR MATERIAL Oversize rock Is larger than 8 inches In largest dimension. Excavate a trench in the compacted fill deep enough to bury all the rock. Backflfl with granular soil jetted or flooded In place to fill all the voids. Do not bury rock within 10 feet of finish grade. Windrow of burled rock shall be parallel to the finished slope fill. ELEVATION A-A' PROFILE ALONG WINDROW JETTED OR FLOODED GRANULAR MATERIAL. OVERSIZE SPECIFICATIONS ROCK DISPOSAL GENERAL EARTHWORK AND GRADING STANDARD DETAILS B LOT - 495 NATURAL GROUND / BENCHING ---' =~- - REMOVE UNSUITABLE MATERIAL 12' MIN. OVERLAP FROM THE TOP HOG RING TIED EVERY 6 FEET CALTRANS CLASS 11 PERMEABLE OR #2 ROCK (9FT.3/FT.) WRAPPED IN FILTER FABRIC FILTER FABRI C (MIRAFI 140 OR \ APPROVED "--COLLECTOR 'PIPE SHALL EQUIVALENT) BE MINIMUM 6' DIAMETER SCHEDULE 40 PVC PERFORATED CANYON SUBDRAIN OUTLET DETAIL PIPE. SEE STANDARD DETAIL D PERFORATED PIPE FOR PIPE SPECIFICATION 6-4 MIN DESIGN FINISHED GRADE 0'MIN. BACKFILL • FILTER FABRIC (MIRAFI 140 OR 2% act APPROVED o3. EQUIVALENT) 20' MIN. NON-PERFORA MIN. #2 ROCK WRAPPED IN FILTER TED 6'4 MIN FABRIC OR CALTRANS CLASS II PERMEABLE. I I 1 . CANYON SUBDRAINS GENERAL EARTHWORK AND GRADING SPECIFICATIONS STANDARD DETAILS C 4 I I, I I. I I I I I 1 I I 1~ I 15 MIN. OUTLET PIPES S 4' NON-PERFORATED PIPE, 100' MAX. O.C. HORIZONTALLY, ------- BACKCUT 1:1 30' MAX 0.C. VERTICALLY OR FLATTER BENCHING ------------- ------------- - KEY DEPTH I 2' MIN. 15' MIN. .- ir MIN. OVERLAP FROM THE TOP KEY WIDTH POSITIVE SEAL (HOG RING TIED EVERY 6 FEET SHOULD BE PROVIDED AT FILTER FABRIC THE JOIP)IT - • : (MIRAFI 140 OR 'tl S APPROVED MIN. • OUTLET PIPE EQUIVALENT) a (NON-PERFORATED)-- T-CONNECTION FOR CALTRANS CLASS II COLLECTOR PIPE TO PERMEABLE OR #2 ROCK OUTLET PIPE (3FT.3/FT,) WRAPPED IN FILTER FABRIC ' SUBDRJN INSTALLATION - Subdraln collector pipe shall be Installed with perforations down or, unless othefwise designated by the geotechnical consultant Outlet pipes shall be non-perforated pipe. The subdraln pipe shall have at least 8 perforations uniformly spaced per foot. Perforation shall be i,e to W if drilled holes are used. All subdrain pipes shall have a gradient at least 2% towards the outlet. SUBDRAIN PIPE - Subdraln pipe shall be ASTM D2751, SDR 23.5 or ASTM D1527, Schedule 40, or ASTM 03034, SDR 235, Schedule 40 PolyvInyl Chloride Plastic (PVC) pipe. All outlet pipe shall be placed In a trench no wider than twice the subdraln pipe. Pipe shall be in soil of SE30 Jetted or flooded in place except for the outside 5 feet which shall be native soil backfill. BUTTRESS OR I GENERAL EARTHWORK AND GRADING REPLACEMENT FILL I SPECIFICATIONS SUBDRAINS • I • STANDARD DETAILS D ___ RETAINING WALL DRAINAGE DETAIL $OIL BACKFILL, COMPACTED TO leo PERCENT: RELATIVE COMPACTION* FINISH GRADE—... I ----------------------------- ----------------------------- --:--oMPACTED FILL ------------ WALL FOOTING NOT TO SCALE FILTER FABRIC ENVELOPE OVERLAP t o (MIRAFI 140N OR APPROVED EQUIVALENT):** 0 0 1' MIN. .3/4'-1i/2' CLEAN GRAVEL** 0 0 • : 4(MIN)_DIAMETER PERFORATED a :—: -pvc PIPE (SCHEDULE 4.0. OR. EQUIVALENT) WITH PERFORATIONS 0 ° ORIENTED:DOWN AS DEPICTED MINIMUM 1 PERCENT GRADIENT 0 0 0 TO SUITABLE OUTLET (I 3' MIN. COMPEtENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT RETAINING WALL LI WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size . % Passing 1" 100 3/4H 90-100 3/8" 40-100 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 Sand Equivalent >75 *BASED ON A8TMD1667 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE. GRADATION TO LEFT) IS USED IN PLACE OF 3I4'-11I2' GRAVEL, FILTER FABRIC MAYBE DELETED. CALTRAN't CLASS 2 PERMEABLE MATERIAL8HOULD BE COMPACTED. TO 9Q. PERCENRELATIVE COMPACTION * NOTE:COMpOSITE DRAINAE PRODUCTS SUCH AS MIRADRAIN OR J—DRAIN MAY BE US AS AN ALTERNATIVE TO GRAVEL OR CLSS 2 INSTALLATION SHOULD BE PE FORlJED IN ACCORDANC WiTH MANUFACTURER'S SPECIFiCATIONS. F Gamma C Phi Piezo Ru Leighton and Associates - pcf psf deg Surf. F = 1.604 Carlsbad Self Storage Surcharge 200 0 0 0 0 . 990072-001 Artificial Fill 110 .100 26 0 0 260 260 255 255 250 250 245— .. —245 240— . . —240 I I I I II I I I I I I I I I I I I I I 311 I I I I I 1 101 I I I I 111 I I lI.l I I I I j I I I I I I I I I I I I I I 10 20 30 40 50 60 70 80 5/6/99 10:53:25 AM Leighton and Associates - F = 1.604 . . OL2 - I Leighton and Associates I AGTG Company' r GEOTECHNICAL CONSULTANTS I H I I AS-GRADED REPORT OF ROUGH, FINE AND POST GRADING OPERATIONS, CARLSBAD SELF STORAGE FACILITY, I , CORTE DEL CEDRO, ENCINTTAS, CALIFORNIA I 1! , Project No. 990072-002 - July 5,2001 I I - Prepared For I CARLSBAD SELF STORAGE, LLC : 162 South Rancho Santa Fe Road, F30 Encinitas, California 92024 V 3934 Murphy Canyoh Road, #B205, San Diego, CA 92123-4425 V (858) 292-8030 • FAX (858) 292-0771 9 www.leightongeo.com AL Leighton and Associates A GTG Company GEOTECHNICAL CONSULTANTS July 5, 2001 Project No. 990072-002 To: Carlsbad Self Storage, LLC 162 South Rancho Santa Fe Road, F30 Encinitas, California 92024 Attention: Mr. Terry Aston Subject: Rough, Fine And Post Grading Operations, Carlsbad Self Storage Facility, Corte De Cedro, Carlsbad, California In accordance with your request and authorization, we have performed geotechnical services during rough, fine and post grading operations for the proposed Carlsbad Self Storage Facility, located at the north end of Corte del Cedro in Carlsbad, California. The accompanying report summarizes our geotechnical observations, field, and laboratory test results and geotechnical conditions encountered during rough, fine, and post-grading operations at the site. If you have any questions regarding this letter, please do not hesitate to contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSO IATES, INC. Coto <CZ ::::::t::n::::::ssee Exp. 12131/03 Vice President/Principal GEOLOGIST OF 3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425 (858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com 970072-002 TABLE OF CONTENTS Section 1.0 INTRODUCTION ...............................................................................................................................................1 1.2 SITE LOCATION AND DESCRIPTION .................................................................................................................1 1.3 PROPOSED DEVELOPMENT ..............................................................................................................................1 2.0 SUMMARY OF ROUGH GRADING OPERATIONS ............ ........................................................................ 3 2.1 SITE PREPARATION AND REMOVALS...............................................................................................................3 2.2 FILL PLACEMENT .............................................................................................................................................. 3 2.3 FIELD DENSITY TESTING.................................................................................................................................4 2.4 LABORATORY TESTING ................................................................................................................................... 4 2.5 EXPANSION TESTING AND SOLUBLE SULFATE OF FINISH GRADE SOILS .... . ........................................................ 4 3.0 CONCLUSIONS ................................................................................................................................................... .5 3.1 GENERAL ........................................................................................................................................................5 3.2 SulvirviARY OF CONCLUSIONS ........................................................................................................................... 5 4.0 RECOMMENDATIONS ....................................................................................................................... ................ 7 5.0 LIMITATIONS ............................................................................................................................ .. ........................ 8 FIGURE FIGURE 1 -SITE LOCATION MAP -PAGE 2 PLATE PLATE I - AS-GRADED GEOTECHNICAL MAP - IN POCKET APPENDICES APPENDIX A -REFERENCES APPENDIX B - FIELD DENSITY TESTS APPENDIX C - LABORATORY DATA ANALYSIS 990072-002 1.0 INTRODUCTION In accordance with your request and authorization, we have performed geotechnical observation and testing services during rough, fine and post grading operations for the proposed Carlsbad Self Storage 3 Facility located at the north end of Corte de Cedro in Carlsbad, California (Figure 1). This as-graded report summarizes our geotechnical observations, field and laboratory test results and the geotechnical conditions encountered during rough, fine and post grading operations for the site. As of this date, all grading operations are essentially complete for the majority of the subject site. The as-graded geotechnical conditions and the approximate locations of the field density tests performed during the grading operations are shown on the (Plate No. 1 - As-Graded Geotechnical Map). The referenced grading pl an prepared by Masson & Associates (Mason, 1999), was utilized as a base map for our geotechnical mapping. The plate is presented in the pocket at the rear of the text. 1.2 Site Location and Description The site is located at the north end of Corte del Cedro, in Carlsbad, California (Figure 1, page 2). The proposed development will occur within Lot 11 of the City of Carlsbad Tract No. 79-14. The site is bounded by an undeveloped mass-graded building pad to the west, by the parking lot of an existing commercial business park to the east, and by Palomar Airport Road and the County of San Diego Animal Shelter to the north. 1.3 Proposed Development The proposed development included the construction of three new self-storage buildings. The buildings are identified as Buildings A, B, and C on Plate No. 1 at the rear of this text. The lower level of Buildings A, B, and C retain on the westerly halves of the structures. This configuration provides ground-level access to the first and second floors on opposite sides of Buildings A, B, and C. Associated concrete flatwork, driveways, and landscaping were also constructed as part of the development. (TK7<1, G ,• \ \ 7N I , /--------. )J •fi—_/' FfiOJECT , SITE 0 Nk c4t1/it, S CORTE DE LA Fl A 84? es C08 (9 LAS FALMA SIA \ IA COST lu tu NORTH LU FOXGL 91 UGA 11 riASE MAP Thomas Bros. GeoFinder for Windows, San Diego County, 1995, Page 1127 0 2000 4000 APPROXIMATE SCALE IN FEET Carlsbad Self Storage SITE PROJECT No. Lot 11 - City of Carlsbad 990072002 El Tract No. 79-14 LOCA T ION Corte del Cedro DATE Carlsbad, California FVhAIID July 2001 FIGURE 'No. I 990072-002 2.0 SUMMARY OF ROUGH GRADING OPERATIONS Rough and fine grading operations for the site were performed between August 8, 2000 and April 30, 2001. The grading operations were performed by Premier Engineers and Grading Contractors. Geotechnical observation and testing services were performed by Leighton and Associates. Our field technician was at the site on a nearly full-time basis during rough grading operations. The rough grading operations performed on the site included: 1) excavation of near-surface soils to depths generally between 7 to 21 feet below the grade that existed prior to grading; 2) preparation of areas to receive fill; and 3) the placement of compacted fill soils. Up to 20 feet of fill was placed within the limits of the rough grading on the site. Post grading operations were performed between April 30, 2001 and June 28, 2001. Post grading operations completed during the development of the Carlsbad Self Storage project include the following: 1) trench excavation and backfill compaction of storm drain, water, sewer and joint utility lines surrounding the development; 2) preparation of subgrade soils below onsite vehicular pavements 3) subgrade soils and crushed aggregate base material placement and compaction in the driveway of entrance road; and 4) retaining wall backfill. Compaction testing and geotechnical observations were performed by representatives of our firm who were on-site on a periodic basis during the post grading observations. 2.1 Site Preparation and Removals Removals consisted of unsuitable and potentially compressible soils including desiccated and disturbed artificial fill soils, previously placed undocumented fill soils and overexcavation of cut areas. Removals of fill soils were performed in accordance with the recommendations of the project geotechnical report (Leighton, 1998a) and geotechnical recommendations made during the course of grading. 2.2 Fill Placement After processing the excavated areas, native soils were generally spread in loose lifts, moisture conditioned as needed to attain a near or above optimum moisture content, and compacted to at least 90 percent of the maximum dry density in accordance with ASTM Test Method D1557. Compaction was achieved by use of heavy-duty construction equipment. Areas of fill in which field density tests were less than 90 percent relative compaction were reworked, recompacted, and retested until a minimum 90 percent relative compaction and near or above optimum moisture content was achieved. Up to approximately 20 feet of compacted fill was placed during -rough grading within the limits of the Carlsbad Self Storage Facility development. Joint utility, water, sewer and storm drain and retaining wall backfill soils were geotechnically observed. Density testing indicated backfill soils were compacted to at least 90 percent maximum dry density in accordance with ASTM Test Method D1557. 3 N I 990072-002 I 2.3 Field Density Testing Field density testing and observations were performed using the Nuclear-Gauge Method (ASTM Test Methods D2922 and D3017). The results of the field density tests are summarized in Appendix B. The approximate locations are shown on the Density Test Location Map (Plate No. 1). The field testing performed was in general accordance with the applicable ASTM Standards, the current standard of care in the industry, and the accuracy of the testing method itself. Variations in relative compaction should be expected from the results documented herein. 2.4 Laboratory Testing Laboratory maximum dry density tests of representative on-site soils were performed in general accordance with ASTM Test Method D1557. Laboratory tests of onsite soils and aggregate base are presented in Appendix C. 2.5 Expansion Testing and Soluble Sulfate of Finish Grade Soils Expansion potential testing and soluble sulfate content was performed on representative finish grade soils on Buildings A, B, and C. The expansion test results indicate the finish grade soils on the Buildings B and C have a high expansion potential. Test results at Building A indicate a medium expansion potential. pH tests indicate an acidic environment is present that may pose a severe potential for acid-type attack to concrete. Geochemical test results indicate soluble sulfate content on finished grade soils pose negligible to moderate potential for sulfate attack. We understand the owner implemented measures during construction as recommended by the corrosion engineer to mitigate corrosion potential. The test results and procedures are presented in Appendix C. I 990072-002 I 3.0 CONCLUSIONS i 3.1 General The rough, fine and post grading operations were performed in general accordance with the project I geotechnical reports (Leighton, 1999), geotechnical recommendations made during rough grading and the City of Carlsbad requirements. Based on our testing and field observations, it is our opinion that the site is suitable to receive the proposed improvements provided the recommendations I included in the referenced geotechnical report are implemented. The following is a summary of our conclusions concerning the rough, fine and post grading of the subject site. 3.2 Summary of Conclusions I . Geotechnical conditions encountered during rough- and fine-grading were essentially as anticipated. I . Existing undocumented fill soils, topsoil/colluvium, documented fill, and the upper 6 to 12 inches (weathered portion) of the Santiago Formation were removed to recommended removal elevations. Site preparation and removals were geotechn ical ly observed. Fill soils were derived from on-site and import soils. Field density, tests taken during rough grading have results that indicate a minimum of 90 percent relative compaction (based on ASTM Test Method D1557) at near or above optimum moisture content in accordance with the recommendations of Leighton and Associates. Ground water was not encountered nor anticipated during the grading operations for the site. Unanticipated seepage conditions may occur after the completion of grading and establishment of site irrigation and landscaping If these conditions should occur, Leighton should be informed and steps to mitigate the seepage should be made on a case-by-case basis. Field density testing indicated that the trench backfill soils, retaining wall backfill soils, and subgrade soils beneath the curb, gutter, sidewalks and driveways of the subject site were compacted to a minimum 90 percent relative compaction (based on ASTM Test Method D1557). Laboratory testing was performed on representative finish grade soils on Buildings A, B, and C. The test results indicated the finish grade soils on the Buildings B and C have a high expansion potential. Test results at Building A indicated a medium expansion potential. The test results and procedures are presented in Appendix .0 • M "'=-5- 990072-002 Soluble sulfate content tests were performed on representative finished grade soil on Building A through C. The test results indicate Building A has a moderate soluble sulfate content and Buildings B and C have negligible soluble sulfate content (per 1997 UBC, Table 19-A-4). Test results and procedures are presented in Appendix C We understand, measures to mitigate corrosion were implemented during construction. pH testing indicated an acidic environment. We understand, measures to mitigate corrosion - were implemented during construction. -6- 990072-002 4.0 RECOMMENDATIONS It is the responsibility of the owner to maintain the slopes, including adequate planting, proper irrigation and maintenance, and repair of faulty irrigation systems. To reduce the potential for erosion and slumping of graded slopes, all slopes should be planted with ground cover, shrubs, and plants that develop dense, deep root structures and require minimal irrigation. Slope planting should be carried out as soon as practical upon completion of grading. Surface-water runoff and standing water at the top-of- slopes should be avoided. Oversteepening of slopes should be avoided during construction activities and landscaping. Maintenance of proper lot drainage, undertaking of property improvements in accordance with sound engineering practices, and proper maintenance of vegetation, including regular slope irrigation, should be performed. Slope irrigation sprinklers should be adjusted to provide maximum uniform coverage with minimal water usage and overlap. Overwatering and consequent runoff and ground saturation should be avoided. If automatic sprinklers systems are installed, their use must be adjusted to account for rainfall conditions. Trenches excavated on a slope face for any purpose should be properly backfill and compacted in order to obtain a minimum of 90 percent relative compaction, in accordance with ASTM Test Method D1557. Observation/testing and acceptance by the gebtechnical consultant during trench backfill is recommended. A rodent-control program should be established and maintained. Prior to planting, recently graded slopes should be temporarily protected against erosion resulting from rainfall, by the implementing slope protection measures such as polymer covering, jute mesh, etc. Surface drainage should be controlled at all times. The structures should have appropriate drainage systems to collect runoff. Positive surface drainage (including wall subdrains) should be provided to direct surface water away from the structures toward the street or suitable drainage facilities. Positive drainage may be accomplished by providing a minimum 2 percent fall away from the structures. Below grade planters should not be situated adjacent to structures or pavements unless provisions for drainage such as catch basins are made. In general, ponding of water should be avoided adjacent to structures or pavements. Should further improvements be made in the future, construction observation of all onsite excavations and field density testing of. all compacted fill should be performed by a representative of this office. Grading and foundation plans for future improvements should be checked by Leighton and Associates • before commencing work to see that the recommendations in this report are incorporated in project plans. Z &N -7- __ 990072-002 5.0 LIMITATIONS The presence of our field representative at the site was intended to provide the owner with professional advice, opinions, and recommendations based on observations of the contractor's work. Although the observations did not reveal obvious deficiencies or deviations from project specifications, we do not guarantee the contractor's work nor do our services relieve the contractor or-his/her subcontractor's work or of their responsibility if defects are subsequently discovered in their work. Our responsibilities did not include any supervision or direction of the actual work procedures of the contractor, his/her personnel, or subcontractors. The conclusions in this report are based on test results and observations of the grading and earthwork procedures used and represent our engineering opinion as to the compliance of the results with the project specifications. -8- MMUNN 990072-002 Ii 1 APPENDIX A REFERENCES . H Masson & Associates, Inc., 1999, Site Plan for. Carlsbad Self Storage, Lot 11 of Map No. 9744, City of Carlsbad, Sheet 3 of 3, dated May 5, 1999. Leighton and Associates, Inc., 1999a, Preliminary Geotechnical Investigation, Proposed Carlsbad Self I Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California, Project No. 970072-001,dated May lo,1999. 1999b, Supplemental Site Exploration and Foundation Recommendations, Proposed Carlsbad Self Storage Facility, Corte del Cedro, Lot 11, Carlsbad, California, Project No. 970072-001, dated June 30, 1999. I I 1 I I 1} I -- I I Al I I I I I B I I . I I I I I I I LI L! 990072-002 APPENDIXB EXPLANATION OF SUMMARY OF FIELD DENSITY TESTS Test No. Test of Test No. Test of Prefix Test of Abbreviations Prefix .. Test of Abbreviations (none) GRADING . Natural Ground NG (SG) SUBGRADE Original Ground OG (AD) AGGREGATE BASE Existing Fill EF - (CB) CEMENT TREATED BASE Compacted Fill . CF (PB) PROCESSED BASE Slope Face SF (AC) ASPHALT CONCRETE Finish Grade FG - Curb C (S) SEWER (SD) STORM DRAIN Gutter G (AD) AREA DRAIN Curb and Gutter CG (W) DOMESTIC WATER Cross Gutter XG (RC) RECLAIMED WATER . Street ST (SB) SUBDRAIN Sidewalk SW (G) GAS Driveway D (E) ELECTRICAL Driveway Approach DA (T) TELEPHONE Parking Lot PL (J) JOINT UTILITY Electric Box Pad EB (I) IRRIGATION - Bedding Material B Shading Sand S Main M Lateral L - Crossing X Manhole MJI Hydrant Lateral HL Catch Basin CB Riser R Inlet I (RW) RETAINING WALL (P) PRESATURATION (CW) CRIB WALL (LW) LOFFELL WALL Moisture Content M (SF) STRUCT FOOTING Footing Bottom F Backfill B Wall Cell C (IT) INTERIOR TRENCH * Plumbing Backfill P - Electrical Backfill E N renresents nuclear gauLye tests that were nerfnrmed in oeneral cnri1nr.p with n*n*t rnt *,.nn .f AT?A Trn.. r\10' 1 D3017. - S represents sand cone tests that were performed in general accordance with most recent version of ASTM Test Method Dl 556. ISA represents first retest of Test No. 15 - 15B represents second retest of Test No. 15 0" in Test Elevation Column represents test was taken at the ground surface (e.g. finish grade or subgrade) "-I" in Test Elevation Column represents test was taken one foot below the ground surface B- 1 * . SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date . Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks JT 1 8/29/00 M DIW West of Building A 295.0 2 107.6 119.0. 11.9 12.5 90 .11 2 8/29/00 M D/W West of Building A . 292.0 1 105.3 115.5 14.9 : 15.5 91 JT 3 8/29/00 M D/W West of - Building A 285.0 1 105.3 115.5 14.5 15.5 91 JT 4 2/9/01 M N.E. of Building A . 285.5 3 104.4 113.0 19.9 16.5 92 JT 5 2/9/01 M North of Building B 278.5 3 107.1 113.0 17.3 16.5 95 Project Number 4990072-002 Project Name: Carl. Self/Storage Project Location Client: 0 Page 1 of 1 Leighton and Associates, Inc - 7/3/0I 10:36:51A - •: : •j iiii,- - =',-"-, SUMMARY OF FIELD DENSITY TESTS Test . No. Test Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 1 12/19/00 B West of Building C 264.0 1 104.4 115.5 15.7 15.5 90 RW 2 12/19/00 B West of Building C 264.0 1 105.2 115.5 16.7 15.5 91 RW 3 12/19/00 B West of Building C 265.0 1 105.3 115.5 17.3 15.5 91 RW 4 12/19/00 B West of Building C'263.0 1 105.5 115.5 15.7 15.5 91 RW 5 12/20/00 B West of Building C 266.0 1 101.6 115.5 16.0 .15.5 . 88 RTONSA RW 5A 12/20/00 B West of Building C 266.0 1 106.5 115.5 17.0 15.5 92 RTOF5 RW 6 12/20/00 B West of Building C 265.0 1 107.5 115.5 16.1 15.5 93 RW 7 12/20/00 B West of Building C 267.0 1 104.4 115.5 16.7 15.5 90 RW 8 12/20/00 B West of Building C 269.0 1 104.2 115.5 15.1 15.5 90 RW 9 12/20/00 B West of Building C 267.0 1 105.4 115.5 17.0 15.5 91 RW 10 12/21/00 B West of Building C 271.0 1 105.4 115.5 15.8 15.5 91 RW 11 12/21/00 B West of Building C 269.0 1 104.2 115.5 16.9 15.5 90 RW 12 12/21/00 B West of Building C 273.0 . 1 105.6 115.5 17.2 15.5 91 RW 13 12/21/00 B West of Building C 271.0 1 106.6 115.5 17.7 15.5 92 RW 14 1/8/01 B North of Building B 275.0 1 101.9 115.5 19,7 15.5 88 RT ON 14A RW 14A 1/8/01 B North of Building B 275.0 1 103.9 115.5 14:1 15.5 90 RT OF 14 RW 15 1/9/01 B NW comer of Bldg. B - 278.0 1 106.4 115.5 17.8 15.5 92 RW 16 1/9/01 B Between Bldgs. A&B North side 277.0 1 103.6 115.5 17.1 15.5 90 RW 17 1/9/01 B Between Bldgs. A&B North side 277.0 1 99.5 115.5 20.1 15.5 86 RT ON 17A RW 17A 1/9/01 B Between Bldgs. A&B North side 277.0 1 103.7 115.5 11.7 15.5 90 RT OF 17 RW 18 1/9/01 B Between Bldgs. A&B Center 277.0 1 . 99.1 115.5 20.0 15.5 86 . RT ON 18A RW 18A 1/9/01 B. Between Bldgs. A&B Center 277.0 1 104.6 115.5 15.9 15.5 91 RT OF 18 RW 19 1/9/01 B Between Bldgs. A&B South end 276.0 3 96.1 113.0 22.0 16.5 85 RT ON 19A RW 19A 1/9/01 B Between Bldgs. A&B South end 276.0 3 103.3 113.0 17.5 16.5 91 RT OF 19 RW 20 1/9/01 B Between Bldgs. A&B South end 275.0 1 99.8 115.5 21.8 15.5 86 RT ON 20A RW 20A 1/9/01 B Between Bldgs. A&B South end 275.0 1 104.2 115.5 16.1 15.5 90 RT OF 20 RW 21 1/9/01 B Between Bldgs. A&B North end 279.0 1 106.7 115.5 17.1 15.5 92 RW 22 1/9/01 B Between Bldgs. A&B Center 278.0 1 104.1 115.5 19.2 15.5 90 RW 23 1/18/01 B West of Building A 283.0 1 105.3 115.5 17.3 15.5 91 RW 24 1/18/01 B West of Building A 284.0 1 105.4 115.5 16.7 15.5 91 RW 25 1/18/01 B West of Building A . 286.0. 1 . 106.4 115.5 16.4 15.5 92 RW 26 1/18/01 B West of Building A . 286.0 2 110.9 119.0 11.9 12.5 93 Project Number: 4990072-002 . . . ---- Project Name Carl.,Self/Storage Project Location: 0 Page 1 of 3 Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS Test Test No. Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks RW 27 1/18/01 . B West of Building A 288.0 2 109.9 119.0 12.4 12.5 92 RW 28 1/19/01 B West of Building A 287.0 1 106.6 115.5 17.3 15.5 92 RW 29 1/19/01 B West of Building A 285.0 1 105.6 115.5 16.9 15.5 91 RW 30 1/30/01 B West of Building A 289.0 2 109.8 119.0 12.9 12.5 92 RW 31 1/30/01 B West of Building A 286.0 7 117.7 129.0 10.3 9.0 91 RW 32 1/30/01 B West of Building A 290.0 7 117.7 129.0 9.8 9.0 91 RW 33 1/30/01 B West of Building A 291.0 7 120.1 129.0 9.2 9.0 93 RW 34 1/30/01 B West of Building A 285.0 7 116.6 129.0 10.4 9.0 90 RW 35 1/30/01 B West of Building A 292.0 7 119.1 129.0 9.6 9.0 92 RW 36 1/30/01 B West of Building A 288.0 7 117.8 129.0 9.5 9.0 91 RW 37 1/30/01 B West of Building A 290.0 7 117.8 129.0 10.7 9.0 . 91 RW 38 1/30/01 B West of Building A 294.0 7 117.6 129.0 10.3 . 9.0 91 RW 39 1/31/01 B West of Building A 293.0 7 116.6 129.0 10.9 9.0 . 90 RW 40 1/31/01 B West of Building A 295.0 7 118.5 129.0 11.3 9.0 92 RW 41 1/31/01 B West of Building A 291.0 7 116.2 129.0 10.9 9.0 90 RW 42 2/2/01 B West of Building B 281.0 7 115.8 129.0 12.4 9.0 90 RW 43 2/2/01 B West of Building B 280.0 7 117.2 129.0 13.0 9.0 91 RW 44 2/2/01 B West of Building B 281.0 8 108.7 120.0 11.6 11.0 91 RW 45 2/2/01 B West of Building B 282.0 8 111.4 120.0 12.1 11.0 93 RW 46 2/2/01 B West of Building B 282.0 8 110.1 120.0 10.7 11.0 92 RW 47 2/2/01 B West of Building B 283.0 8 109.6 120.0 8.6 11.0 91 RW 48 4/16/01 B S.W. of Bldg. A 294.0 9 114.9 126.5 15.8 10.0 91 RW 49 4/16/01 B S.W. of Bldg. A 294.0 9 108.4 126.5 17.8 10.0 86 RI ON 49A RW 49A 4/16/01 B S.W. of Bldg. A 294.0 9 110.8 126.5 13.0 10.0 88 RI OF 49 RW 50 4/16/01 B S.W. of Bldg. A 292.0 8 112.7 120.0 13.4 11.0 94 RW 51 4/16/01 B S.W.of Bldg. A 293.0 8 113.1 120.0 13.9 11.0 94 RW 52 4/16/01 B S.W. of Bldg. A 292.0 9 119.2 126.5 12.1 10.0 94 RW 53 4/16/01 B Retaining Wall East side 263.5 9 108.8 126.5 14.2 10.0 86 RT ON 53A RW 53A 4/16/01 B Retaining Wall East side 263.5 9 115.8 126.5 12.7 10.0 92 RT OF 53 RW 54 4/16/01 B Retaining Wall East side 263.0 9 113.3 126.5 11.0 10.0 90 RW 55 4/17/01 B Retaining Wall E. of site S. side 269.5 9 112.1 126.5 14.3 10.0 89 RI ON 55A RW 55A 4/17/01 B Retaining Wall E. of site S. side 269.5 9 114.8 126.5 13.7 10.0 91 RI OF 55 Project Number: 4990072-002 - Project Name: Carl. Self/Storage Location Client: 0 Page 2 of 3 Leighton and Associates, Inc i ii au1iiF iiw : SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks RW 56 4/17/01 B Retaining Wall E. of site S. side 270.0 9 114.1 126.5 14.2 10.0 90 RW 57 4/17/01 B Retaining Wall S. side of wall 269.5 1 105.2 115:5 16.7 15.5 91 RW 58 4/17/01 B Retaining Wall Center of wall 269.0 1 105.5 115.5 14.6 ,. 15.5 91 RW 59 4/17/01 B RW East of site North side of wall 268.0 9 114.6 126.5 13.1 10.0 91 RW 60 4/17/01 B RW East of site North side of wall 268.5 9 114.3 126.5 13.1 10.0 90 RW 61 4/17/01 B RW East of site North side of wall 268.0 9 116.8 126.5 12.9 10.0 92 RW 62 4/17/01 B RW East of site Center of wall 270.0 9 114.8 126.5 12.6 10.0 91 RW 63 4/17/01 B RW East of site South side of site 270.0 9 114.1 126.5 11.7 10.0 90 RW 64 4/17/01 B RW East of site Center of wall 270.0 1 110.3 115.5 16.7 15.5 95 RW 65 4/17/01 B RW East of site North side of wall 270.0 1 106.5 115.5 16.8 15.5 92 RW 66 4/17/01 B RW East of site Center of wall 270.5 9 113.8 126.5 10.7 10.0 90 RW 67 5/29/01 B N. Retaining Wall Station 11+50 281.0 10 118.0 131.0 9.5 8.5 90 RW 68 5/29/01 B N. Retaining Wall Station 11+25 283.0 10 119.0 131.0 10.0 8.5 91 Project Number: 4990072-002 S Project Name Carl Self/Storage Project Location 0 Page 3 of 3 Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of - Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks SO 1 4/30/01 D/W Subgrade between Buildings A & B 0.0 1 107.6 115.5 16.1 15.5 93 SG IA 5/1/01 D/W Subgrade between Buildings A & B 0.0 1 106.6 115.5. 16.3 15.5 92 SO 2 5/1/01 D/W Subgrade between Buildings A &B 0.0 1 107.6 115.5 15.9 15.5 93 SG 3 5/1/01 D/W Subgrade between Buildings A &B . 0.0 1 108.6 115.5 15.7 15.5 . 94 SO 4 5/1/01 ' D/W Between Bldgs. B&C 0.0 1 107.8 115.5 16.0 15.5 93 SO 5 5/1/01 D/W Between Bldgs. B&C . 0.0 1 106.6 115.5 16.8 15.5' 92 SO * 6 5/1/01 D/W Between Bldgs. B&C 0.0 1 108.9 115.5 15.7 15.5 . 94 SG 7 5/1/01 .D/W West of Building A 0.0 1 106.6 115.5 12.1 15,5 92 SG 8 5/1/01 D/W West of Building A 0.0 1' 106.6 115.5 11.9 15.5 92 SG 9 5/1/01 D/W South of Building A . 0.0 1 108.8 115.5 12.3 15.5 94 SO 10 5/23/01 DW Between Bigs. C&D Station 12±80 0.0 1 106.4 115.5 21.2 15.5 92 SG 11 5/23/01 DW Between Bigs. C&D Station 14+00 0.0 1 106.7 115.5 20.0 15.5 92 SO 12 5/23/01 DW E. of Bldg. B Station 15+25 0.0 1 111.1 115.5 19.4 15.5 96 SG 13 5/23/01 DW Entryway Station 16+60 0.0 2 111.6 119.0 17.7 12.5 94 SG 14 5/23/01 DW Entryway apron Station 16+90 . . 010 1 109.4 115.5 17.8 15.5 :95 'I Project Number: . 4990072-002 . Project Name: Carl. Self/Storage Project . Location 0 Page 1 of 1 Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS Test Test Test Location Test Soil Dry Density Moisture (%) Relative (%) No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks AB 1 6/13/01 DW D/W Approach Palomar Airport Rd 0.0 11 121.1 129.8 6.6 7.6 93 AB 2 6/13/01 DW D/W Approach . . Palomar Airport Rd 0.0 11 120.7 129.8 6.5 7.6 93 AB 3 6/14/01. DW D/W Approach Corte del Cedro 0.0 11 119.9 129.8 10.2 7.6 92 AB 4 6/14/01 DW D/W Approach Corte del Cedro 0.01 11 120.6 129.8 8.9 7.6 93 AB 5 6/26/01 CG Corte Del Cedro Entrance 0.0 11 126.3 129.8 11.1 7.6 97 AB 6 6/26/01 DA Corte Del Cedro 0.0 11 125.6 129.8 7.6 7.6 97 AB 7 6/26/01 CG Corte Del Cedro W. 0.0 11 123.5 129.8 7.9 7.6 95 Project Number: . 4990072-002 . Project Name: Carl. Self/Storage . Project Location Client: - 0 Page 1 of 1 Leighton and Associates, Inc - : -- : -- - SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Lot # Test Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks W 1 5/5/01 M S.E. of Building B Station 16+10 - 267.0 1 106.6 115.5 15.9 15.5 92 W 2 5/5/01 M S.E. of Building B Station 16+90 259.0 1 108.9 115.5 14.8 15.5 94 W 3 5/5/01 M S.E. of Building B Station 15+50 270.0 1 106.6 115.5 16.1 15.5 ' 92 W 4 5/9/01 M S.E. of Building C Station 14+70 267.0 1 110.5 115.5 15:2 15.5 96 W 5 5/9/01 M E. of Building C Station13+90 0.0 2 109.8 119.0 12.9 12.5 92 W 6 5/9/01 M E. of Building C Station 12+90 0.0 2 109.4 119.0 11.8 12.5 92 W. 7 5/19/01 M N.W.of Office Station 10+13 293.0 1 110.0 115.5 13.8 15.5 95 .W 8 5/19/01 M N. of Office Station 10+28 292.5 1 97.9 115.5 13.6 15.5 85 RT ON 8A W 8A 5/19/01 M N. of Office Station 10+28 292.5 1 107.0 115.5 14.0 15.5 93 RTOF8 W 9 6/14/01 M N. of Building B Station 11+00 56.0 2 109.2 119.0 12.0 12.5 92 W 11 6/22/01 M Tie-In @ Site Ent. & Palomar AiportR 295.0, 2 114.9 119.0 14.1 .12.5 97 - W 12 6/22/01 M Tie-In @ Site Ent. & Palomar Aiport R 296.5 2 111.5 119.0 14.6 12.5 94 W 13 6/25/01 M Tie-In Corte Del Cedro . 257.0 2 108.2 119.0 13.0 12.5 91 \\f 14 6/25/01 M Tie-In Corte Del Cedro 257.5 2 110.7 119.0 15.9 12.5 93 W 15 6/26/01 M High Line Removal Northwest of site 293.0 2 107.3 119.0 15.0 12.5 . - 90 W 16 6/26/01 M High Line Removal - Northwest of site 295.0 2 110.0 119.0 16.1 12.5 92 W 17 6/29/01 M Water Easement E of near Corte del Cedr- 259.5 3 104.8 113.0 18.6 16.5 -93 W 18 6/29/01 M Water Main Station 16+65 263.0 3 103.2 113.0 16.2 16.5 91 Project Number 4990072-002 -.. Project Name: Carl. Self/Storage Location 0 Page 1 of 1 .; :: j: ': ': •: p Eli: : : .: -. SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 1 8/8/00 CF S. of Bldgs. A&B 265.0 2 108.4 119.0 15.7 12.5 91 2 8/8/00 CF S. of Bldgs. A&B 266.0 2 107.3 119.0 14.6 12.5 90 3 8/8/00 CF S. of Bldgs. A&B 269.0 3 . 102.1 113.0 17.9 16.5 90 4 8/8/00 CF S. of Bldgs. A&B 263.0 3 102.9 113.0 18.4 16.5 91 5 8/8/00 CF S. of Bldgs. A&B 265.0 3 102.1 113.0 18.9 16.5 ' 90 6 8/8/00 CF S. of Bldgs. A&B 270.0 3 103.1 113.0 19.2 16.5 91 7 8/9/00 CF S. of Bldgs. A&B 268.0 3 102.7 113.0 18.1 16.5 91 8 8/9/00 CF Building A 271.0 3 104.4 113.0 17.8 16.5 92 9 8/9/00 CF S. of Bldgs. A&B 275.0 3 101.9 113.0 19.3 16.5 90 10 8/9/00 CF Building A 273.0 3 102.8 113.0 18.5 16.5 91 11 8/9/00 CF Driveway west of Building A 271.0 3 104.3 113.0 17.4 16.5 92 12 8/10/00 CF Driveway south of Building A 277.0 3 103.2 113.0 18.9 16.5 91 13 8/10/00 CF Building 278.0 3 .102.1 113.0 19.0 16.5 90 14 8/10/00 CF Driveway south of Building A 280.0 3 102.8 113.0 18.3 16.5 91 15 8/10/00 CF Building 282.0 3 102.1 113.0 19.4 16.5 90 16 8/10/00 CF Driveway west of Building A 283.0 3 103.2 113.0 17.9 16:5 91 17 8/11/00 CF Driveway west of Building 285.0 3 105.3 113.0 15.8 16.5 93 18 8/11/00 CF Driveway west of Building 286.0 3 103.7 113.0 17.2 16.5 92 19 8/11/00 CF Driveway west of Building 288.0 3 106.5 . 113.0 17.8 16.5 94 20 8/11/00 CF Driveway west of Building A 289.0 3 103.1 113.0 18.1 16.5 91 21 8/11/00 CF Driveway west of Building . 290.0 1 103.8 115.5 17.8 15.5 90 22 8/11/00 CF Driveway west of Building 293.0 1 104.1 115.5 17.2 15.5 90 23 9/19/00 CF Building 264.0 2 104.9 119.0 11.2 12.5 88 RTON23A 23A 9/19/00 CF Building 264.0 2 107.3 119.0 12.4 12.5 90 RTOF23 24 9/19/00 CF Building B 261.0 1 104.8 115.5 16.4 15.5 91 25 9/19/00 CF Building B 266.0 1 103.4 115.5 17.9 15.5 90 26 9/19/00 CF Building 267.0 1 106.9 115.5 15.3 15.5 93 27 9/19/00 CF Building B 263.0 2 101.5 119.0 13.0 12.5 85 RI ON 27A 27A 9/19/00 CF Building 263.0 2 108.5 119.0 12.9 12.5 91 RTOF27 28 9/19/00 CF Building . 262.0 2 107.6 119.0 12.7 12.5 90 29 9/19/00 CF Building 265.0 2 110:8 119.0 15.3 12.5 93 30 9/19/00 CF 'BuildingB 264.0 2 109.8 119.0 13.1 12.5 92 Project Number: 990072-002 Project Name: . Location Carlsbad Self Storag Project 0 Pagel of 3 Leighton and Associates, Inc j-:: j: - _i: j - - - - ' U'; .; - - SUMMARY OF FIELD DENSITY TESTS Test No. Test Date Test Of Location Test Lot # Elev (ft) Soil Type Dry Density Field Max Moisture (%) Field Opt. Relative (%) Compaction Remarks 31 9/20/00 CF Building B 269.0 2 106.7 119.0 12.6 12.5 90 32 9/20/00 CF Building B . 268.0 3 104.3 113.0 15.5 16.5 92 33 9/20/00 CF Building B 266.0 1 105.3 115.5 16.9 15.5 .91 34 9/20/00 CF Building B 269.0 1 106.6 115.5 17.1 15.5 92 35 9/20/00 CF Building 268.0 1 105.3 115.5 16.9 15.5 91 36 9/20/00 CF Building B 270.0 3 105.3 113.0 17.2 16.5 93 37 9/20/00 CF Building B -270.0 1 106.7 115.5 15.4 15.5 92 38, 9/21/00 CF Driveway between Buildings A and B 265.0 1 104.3 115.5 16.8 15.5 90 39 9/21/00 CF Driveway between Buildings A and B 263.0 1 105.7 115.5 14.8 15.5 92 40 9/21/00 CF North part of Building , 257.0 1 104.2 115.5 16.1 15.5 90 41 9/21/00 CF Driveway between Buildings A and B 267.0 1 100.7 115.5 15.2 15.5 87 RT ON 41A 41A 9/21/00 CF Driveway between Buildings A and B 267.0 1 105.4 115.5 15.9 15.5 91 RTOF4l 42 9/21/00 CF Driveway between Buildings A and B 266.0 1 106.1 115.5 16.8 15.5 92 43 9/21/00 CF Driveway between Buildings A and B 265.0 1 104.2 115.5 17.5 15.5 90 44 9/21/00 CF Driveway between Buildings A and B 269.0 3 105.5 113.0 17.7 16.5 93 45 9/21/00 CF Driveway between Buildings A and B 265.0 - 1 106.6 115.5 16.1 15.5 92 46 9/21/00 CF Driveway between Buildings A and B 271.0 1 108.5 115.5 15.3 15.5 94 47 9/21/00 CF Driveway between Buildings A and B 269.0 1 106.6 115.5 17.1 15.5 92 48 9/22/00 CF Driveway between Buildings A and B 271.0 1 107.6 115.5 15.8 15.5 93 49 9/22/00 CF Driveway between Buildings A and B 273.0 1 106.7 115.5 17.0 15.5 92 50 9/22/00 CF Building 273.0 3 106.3 113.0 16.9 16.5 94 51 9/22/00 CF Building A ' 275.0 3 106.3 , 1110 15.5 16.5 94 52 9/22/00 CF Building 276.0 3 105.3 113.0 17.8 16.5 93 53 9/22/00 CF Building 275.0 2 111.0 , 119.0 13.8 12.5 93 54 9/22/00 CF Building A 277.0 1 .103.9 115.5 16.5 15.5 90 55 9/22/00 CF Building A 277.0 1 106.4 115.5 16.9 15.5 92 56 9/22/00 CF Building . 279.0 1 100.7 115.5 14.8 15.5 87 RTON56A 56A 9/22/00 CF Building ' 279.0 1 105.5 115.5 16.1 15.5 91 RT0F56 57 9/25/00 CF Building . 278.0 1 106.6 115.5 15.8 15.5 92 58 9/25/00 CF Building A 279.0 1 104.2 115.5 17.3 15.5 90 59 9/25/00 CF Building 281.0 1 104.9 115.5 16.2 15.5 91 60 9/26/00 CF Building C 256.0 1 105.5 115.5 17.8 15.5 91 Project Number: 990072-002 ' Project Name Carlsbad Self Storag Project • Loca Location: 0 0 , Page 2of3 . Leighton and Associates, Inc SUMMARY OF FIELD DENSITY TESTS Test Test . Test Location Test Soil Dry Density Moisture (%) Relative (%) No. ,Date Of Lot# Elev(ft) Type Field Max Field. Opt. Compaction Remarks 61 9/26/00 CF Building 257.0 1 107.3 115.5 16.1 15.5 93 62 9/26/00 CF Building - . . 259.0. 1 106.2 115.5 17.1 15.5 92 63 9/26/00 CF Building . 258.0, 1 107.8 115.5 15.9 15.5 93 64 9/26/00 CF Building . 261.0 1 104.3 115.5 15.3 15.5 90 . 65 9/26/00 CF Building C T 260.0 1 105.3 115.5 16.7 15.5 91 66 9/27/00 CF Building 262.0 1 104.3 115.5 16.9 15.5 '90.. 67 9/27/00 CF Building C 257.0 1 104.3 115.5 15.5 15.5 . 90 68 9/27/00 CF Building C 259.0 1 107.0 115.5 15.9 15.5 93 69 9/27/00 CF Building C 261.0 1 105.3 115.5 16.3 15.5 91 70 9/28/00 CF Building C . . 257.0 1 105.4 . 115.5 17.1 15.5 91 71 9/28/00 CF Building C ' 259.0 1 107.7 1 115.5 15.5 15.5 93 72 9/28/00 CF Building . 261.0 1 105.4 115.5 17.0 15.5 91 73 9/29/00 FG Building 0.0 1 107.9. 115.5 13.6 15.5 ' 93 74 9/29/00 FG Building 0.0 1 106.6 115.5 14.1 15.5 92 75 9/29/00 FG Building 0.0 1 109.6 115.5 13.5 15.5 95 76 9/29/00 FG Building B 0.0 1 107.4 115.5 13.9 15.5 : 93 77 9/29/00 FG Building 0.0 1 ' 106.6 115.5 14.9 15.5 92 78 9/29/00 FG Building C 0.0 1 106.7 115.5 15.1 15.5 92 p - . Project Number: 990072-002 . . . . Project Name: . Carlsbad Self Storag Project Location: 0 , I Page 3 of 3 Leighton and Associates, Inc .j:": :: j -: : - j • - - IT r SUMMARY OF FIELD DENSITY TESTS Test. Test Test Location Test Soil Dry Density Moisture (%) Relative No. Date Of Lot # Elev (ft) Type Field Max Field Opt. Compaction Remarks SD 1 11/28/00 SD Center storm drain line . 261.5 1 96.1 115.5 11.8 15.5 83 . RTON 1A SD 1A 11/28/00 SD Center storm drain line 261.5 1 99.6 115.5 14.8 15.5 86 RTOF 1 SD I 11/28/00 SD Center storm drain line 261.5 1 . 107.0 115.5 16.8 15.5 . 93 RT OF 1A SD 2 11/28/00 SD North storm drain. . line 262.0 1 97.6 115.5 18.0 15.5 85 RTON2A SD 2A 11/28/00 SD North storm drain line . 262.0 1 106.1 115.5 15.1 15.5 92 RTOF2 SD 3 11/28/00 SD Storm drain 263.0 1 97.6 115.5 16.4 15.5 85 RI ON 3A SD 3A 11/28/00 ,SD Storm drain . 263.0 1 105.5 115.5 13.7 .15.5 . 91 RTOF3 SD 4 11/28/00 SD Storm drain 263.0 1 104.4 115.5 15.9 15.5 90 SD 5 11/29/00 SD Storm drain 263.5 . 1 100.5 115.5 13.8 15.5 . 87 RI ON 5A SD 5A 11/29/00 SD Storm drain . 263.5 1 106.4 115.5 15.5 15.5 92 RI OF 5 SD 6 11/29/00 SD South end of storm drain line 0.0 1 109..3 115.5 14.0 15.5 95' SD 7 11/29/00 SD Center of storm drain line 0.0 1 106.8 115.5 15.3 15.5 92 SD 8 11/29/00 SD Centerof storm drain line 261.5 1 102.4 115.5 14.8 15.5 89 . RT ON 8A SD 8A 11/29/00 SD Center of storm drain line 261.5 1 104.0 . 115.5 15.6 15.5 90 RI OF 8 Project Number: 990072-002 Project Name: Carlsbad Self Storag - Project Location 0 Page 1 of I Leighton and Associates, Inc 990072-002 APPENDIX C Laboratory Testing Procedures and Test Results Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2: Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Compacted Dry Expansion I Expansion Sample Location Sample Description Density (pc Index [ . Potential Building A Brown silty SAND with clay 101.9 78 Medium BuildingB Brown clayey SILT with sand 102.2 96 High Building C Brown clayey SILT with sand 102.0 103 High Import Brown fine to medium silty 116.0 0 Very Low SAND - Import Light brown-yellow-brown 110.7 9 Very Low fine to medium silty SAND Import Yellow-brown silty SAND 113.4 29 Low Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented in the table below: Sample Location Sulfate Content (%) [ Potential Degree of Sulfate Attack] BuildingA 0.15 Moderate Building B 0.09 Negligible Building C 0.09 Negligible * Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4, prepared by the International Conference of Building Officials (ICBO, 1997). 990072-002 APPENDIX C (Continued) pH Tests: pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: Maximum Density Tests: The maximum dry. density and optimum moisture content of typical materials were determined in accordance with ASTM Test Method D1557. The results of these tests are presented in the table below: .. Sample Number Sample Description Maximum Dry Density (pcf) Optimum Moisture ,Content (%) 1 Brown clayey SILT with sand 115.5 15.5 2 Yellow brown silty fine to medium SAND with clay 119.0 12.5 3 Light brown to gray clayey SILT with sand , 113.0 16.5 7 Brown silty fine to medium SAND (Imported Topsoil) 129.0 9.0 8 Light brown to yellow-brown silty SAND (Import) 1200 100 9 Yellow-brown silty SAND (Import) 126 100 10 Class 2 Aggregate Base 131.0 8.5 11 Class 2 Aggregate Base 129.8 7.6 Sample Location Sample Description pH Building A Brown clayey SILT with sand 4.3 Building C Brown clayey SILT with sand 4.2. 12,1 Date MAR-24-2003 NON 04:22 PM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 03 NON-RESIDENTIAL CERTIFICATE: NonReddeflai Land Owner, Pismo read #is ogan careMy and be iure you thrcuy ttderelarid the options before grirtq The opon you choose will elteCtz payment at the developed Special lax assessed an yox property. The oØcn is available only at to tne at lie lust buing pemitistce.. Property owner signature Is reqMed before a hullitng permit will be &uet y*w signature is corthm*ig the accuracy at all parcel and ownership iatoflnaluofl shown. NameofOwner / Telaphafl* 22c LL -rQQ. -•• () CL-S_ Address : Project Address \ CA S~C) 1 Culabad CA 92OO' slate ZpCode City Stele ZpCode - o - [\ —c eisore Pcel Numbe, or APN wW Lot Number If not yetibciñdèd BilkIng Permit Number by pie. N$-155 si adc*ed by the city Council- of the City atCorlsbad. cftx,ia, the city, -is aáiated to levy a specM T= in Cmwity Faeaies rict No.1.. MI nwHroolderAW, property, upon the. issic.d the luvst bdl*g permit, eM) have the opbon to (1) pay the SPECIAL DEVELOPMENT TAX ONE- TIME or (2) mane the ANNUAL SPECIAL TAX- DEVELOPED PROPERTY for a period not to exceed twenty- live (25) years. Please irdcate your choice by iribaling the appropriate line below: OPTiON (1): I elect to pjiiyjthe'SPEClAL DEVELOPMENT TAX ONE-TIME now. as a orie4rn. payment Amout* /A4L9no-TIms Special Ta'c $'1 1 D : Owners how OPTION (2) I elect pay the SPECIAL DEVEL.OPMENV AX ANNUALLY ffor a_pedod not to exceed twenty-five (25) ycers. Maiómum Annual Special Tac L. J7g . Owner Iriliale__. I DO PEREBY CERTiFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY.• OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH 1 The city of C1sbad has not inde eraleflty vedfled the IrdaiTnation ehlxNn above. Therefore, we accept no respwWbftas lathe accuracy crconieteneesof 11is hftl,abon. - NON-RESIDENTIAL CERTIFICATE -$J•'1 32, • 3 o NR-24-2003 NON 04:22 PM CITY OF CRSLBAD ' . CILof FAX NO. 760 602 8558 P.'04 Carlsbad ..... This form must be completed by the City. the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: - Project Applicant (Owner Name(s): Project Description: BUILDING TYPE: Residential: Second Dwelling Unit: Number of New Dweilinq Units . Square Feet of Living Area in New Dwelling Square Feet of Living Area inSDU Residential Additions: Net Square Feet New Area -. Commercial/industrial: Square Feet Floor Area -3 Z. 070 '/c Sc) City Certification of information:( ftL) Date: -3/rn / •.• F801Pine WrIHIN THEC OF CAR A fied School District San Marcos Unified School District . 215MataWay 82009 (729-9291) San Marcos, CA 92089 (290-2649) Encinitas Union School District San Dieguito Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024(944-4300) Encinilas, CA 92024(753-6491) Certification of Applicant/Owners. The person executing this declaration rowner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the nafs knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Own uests an increase in the number of dwelling units or square footage J .),e, the bui19Jhg permit Is issued or If the lnitl da rmination of units or square footage is found to be incorrect, and that isthe owner/Øevelopgf - ed project(s), or that the person executing this declaration is auth to sigjf( on behalf of ttle Owor. Signature: 1635 Farada4 RpuQI4 4il7lflfs AA/L- / ('/' Date: cffz-1 410,3 ________ SCHOOL DISTRICT SCHOOL FEE—CERTIFICATION (To be completed by the school district(s)) ue • Carlsbad, CA 92008-7314 • (760) 602-2700 FAX (760) 602-8560 4 MAR-24-2003 NON 04:23 PM CITY OF CARSLBAD FAX NO 760 602 8558 P 05 1) , THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This Is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL A 4 7 Gan Freeman' TITLE . Assistant Superintende sin&c Carlsbad Ijififled School 1Jistrtt NAME OF SCHOOL DISTRICT . 801 Pina Avenue nrn 97008 DATE .. PHONE NUMBER * C8021425 2235 PALOMAR AIRPORT RD CBAD CARLSBAD SELF STORAGE 32,070 SF SELF STORAGE COMMIND INDUST LotS: ASTON TERRY /• " I BUILDIN ' PLANNING L2-I 112 ENGINEERING FIRE APPR/FORM HEALTH DEPT. HAZ MAT/AIR QIJAL OTHER SEWER DISTR BLDG GRADING LETTER TO FROM APPLICANT APPLICANT PLAN COAR xY I 'tL '80 L Q8M 2 I CDORM' P E & M WORKSHEET BLDG FEES COMPLETE City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 01-10-2014 Plan Check Revision Permit No:PCROO186 Building Inspection Request Line (760) 602-2725 Job Address: 2235 PALOMAR AIRPORT RD CBAD Permit Type: PCR Status: WITHDRAW Parcel No: - Lot #: 0 Applied: 10/25/2000 Valuation: $0.00 . Construction Type: NEW Entered By: JIM Reference #: CBOO 1474 Plan Approved: PC #: Issued: Project Title: CARLSBAD SELF STORAGE Inspect Area: SUSTITUTE.CHAIRLIFT DEVICE Applicant: Owner: ASTON TERRY P0 BOX 1865 RANCHO SANTA FE CA 92067 760-943-8850 Plan Check Revision Fee $0.00 Fire Expedited Plan Review -. ?? Additional Fees $0.00 Total Fees: $0.00 Total Payments To Date: $0.00 Balance Due: $0.00 / FINAL APPROVAL Inspector: Date: 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 fees/exactions of which you have previously been given p NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. - •.. FOR OFFICE USE ONLY PERMIT APPLICATION . - PLAN CHECK NO. CITY OF CARLSBAD BUILDING DEPARTMENT ,. EsT: VAL. 1635 Faraday Ave., Carlsbad;, CA 920Q8 , Plan Ck. Deposit Validated By_______________________ Date 1'PROiECINFORMATIO '-Lii' Address (include Bldg/Suite, ) ( / Business Name (at this address) ' Legal Description U Lot No. Subdivision Name/Number Unit No. ' Phase No. Total # of units' Assessor's Parcel # . Existing Use , Proposed Use D crij, on o.?efI1 .. I ( I ' . SQ./T. I F-. #of Stories ,# of Bedrooms # of Bathrooms 11— (i 4 1td1 C 4"5c,;W . . ore Name I ._-" Address City " State/Zip Tel6phone # Fax # 3 APPUCANT .'D cant D'?r cntaZO oO Agef ner Name Address ' City State/Zip Telephone # -. PROPERTYOWNER. ': 2.2':r1:,: Name , Address City ' State/Zip ' Telephone # f0dTbAP~coMOANY;NA Er (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structur e , p r i o r t o i t s issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with,Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the a l l e g e d exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dol l a r s ( $ 5 0 0 1 ) . Name , . Address City ' State/Zip Telephone # State License # 'License Class, , City Business License # Designer Name . Address . ,' City ' , State/Zip , Telephone State License # WbKSdÔMPENSATiON -"- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0' I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. C] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this per m i t i s , issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date___________________ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) - 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 ma n n e r s o a s to become subject to the Workers' Compensation Laws of California. , WARNING: Failure to secure workers' compensation coverage is unlawful, and shell subject an employer to criminal penalties and civil fines up to o n e h u n d r e d thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.' SIGNATURE _'' DATE I hereby affirm that I am exempt from the Contractor's License Law for the following reason: I, as owner of the property' or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and w h o d o e s such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building o r i m p r o v e m e n t i s 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). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Coda: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contract o r ( s ) l i c e n s e d pursuant to the Contractor's License Law). ' . , ' 0 I am exempt under Section ______________ Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO I (have / have not) signed an application for a building permit for 'the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors licens e n u m b e r ) : 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 / addres s / p h o n e number / contractors license number):' I will provide some of the work; but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone numbe r / t y p e of work): PROPERTY OWNER SIGNATURE ' . ' DATE COMPLETE THIS SECTION FOR PION-RESIDENTIAL BUILDING PE MITS ONLY '.:'-i.-' --- :__ " 7 '7 r ' Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO Is the facility to be constructed within 1,000 feet of the Outer boundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETI N G T H E REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT: 8'!TCONSTRUCTIONLENDING"AGENCY "- -' --- - r I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 30970) Civil Code(. . LENDER'S NAME ' 'LENDER'S ADDRESS APPLICANT CERTIFICATIO ,. -. ' T .L '"- 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 Cit, of Carlsbad to enter upon the above mentione d property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY 'AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LI A B I L I T I E S , JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issue_d'bth -bj.iIding Official unçer 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.commenqedjwithin 0 dayS I/o hdäirofUch permit or if the building or work authorized by such per itis susp 'tided or aba n d o n e d .r APPLICT'S - at any time after the, work is }/ eriod o '' s( Section 106.4.4 Uniform Building Code). - DATE /' L7 WHITE: File '0W: Applicant PINK: Finance